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Home My WebLink About3987 Night Heron Dr 17-2811; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 BUILDING APPLICATION ##: 17-10000701 BUILDING PERMIT NUMBER: 17-10000701 1N 0'' yo DATE: September 25, 2017 J_/° UNIT ADDRESS: NIGHT HERON DR 3987 17-20-31-502-0000-1910 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVENUE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3987 NIGHT HERON DR / LOT 191 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing ROADS -COLLECTORS N/A 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 CO 54.00 1.000 dwl unit 54.00 WIDE ORD Single Family Housing PARKS N/A 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: L,=LIMOL m I 1Q SIGNATURE: YYLPx (1f4.1{ Yl 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 EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. 7/\ Job Address: ?n $ `1 N i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 1 r r) Y; Je, Historic District: Yes No Parcel ID: \-f 0000 - 19 10 Residential M Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: (' rlevJ :-5P(Z, Plan Review Contact Person: S n C r1 4 Title eY Phone: uc-6-( - -T o S- a t L, 1 Fax: ltt-f - Q41-0-700 Email: c_o Property Owner Information Name Phone: 1-M-1--(n$-`n,L-P1 Street: t oar-\ Ae..d',kResident of property? City, State Zip. „Ae1\ , pc Contractor Information Name _1_ i-zkrjic,i'Zfi mryeJ }— id, I obe i1_''Phone: +,0-1-441-3-j00 Street: 1 0Ca1a,-V Fax: u{ -T-- U141— 0"760 City, State Zip: State License No.: Architect/ Engineer Information Name: fy1u1 `hcy n Phone: a,IS-L-e -1-- c60 Street: 2.o City, St, Zip: Bonding Company: N Address: Fax: E- mail: -'y Lo Mortgage Lender: 1 f`(Z\ , 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 fj COMMENCEMENT. 7 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: 5th Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application I Print Contractor/Agent's Name 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 comp" ce with all applicable laws regulating construction and zoning. 9 /n c, C, (s I s e of er/Agent Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name Sib ature of Nota -State of F10§14gyne MaiTgeg Date Signature of No for ayne 1angepate NOTARY PUBLIC g NOTARY PUBLIC STATE OF FLORIDA S STATE OF FLORIDA C m# GG113111 w Comm# GG113111 N Q' xpires 6/21 /2021 EX ' s 6/21/2021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building R Electrical 2 Mechanical - Plumbing[ Gas Roof Construction Type: VfJ Occupancy Use: Flood Zone: Total Sq Ft of Bldg: 2g (S Min. Occupancy Load: 1 # of Stories: 1 A : TACREb New Construction: Electric - # of Amps 1 5-0 Plumbing - # of Fixtures (jr Fire Sprinkler Permit: Yes No DK # of Heads APPROVALS: ZONING: qO-7h UTILITIES: ENGINEERING: -r- c () -'„ FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 37• y *lo +'mp. 1551 vkakke\- S , (SCL Fire Alarm Permit: Yes No [%t]' WASTE WATER: BUILDING: rr IZ- ZS-17 Revised: June 30, 2015 Permit Application w CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 103., $ Job Address: 3 1 `1 N i l- nor) _D r; V-9— Historic District: Yes No Parcel ID: 31- S'O-d)- 0oo0 - 19 1 p Residential N Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: 0 -f5PZ, Plan Review Contact Person: Phone: Llc-b-(- -T o 8- b [ cQ 1 Fax: Ltt-i- 441 -0-7,00 Email: ry-,af:5e1 cam} -awl 0 Con Property Owner Information Name Phone: Lto-T-:1- `C)IL-ol Street: \ 4-0 5 Ae.-&,DCResident of property?: No City, State L' Contractor Information Name aYlls%h oM }-lofiav i obe i k4-Phone: QJ Street: 1 OCo }- Fax: L"-7 - U ql - 0_7o0 City, State Zip: Y-Y-) 22 , S;IUState License No.: - C ISaa3oj Architect/ Engineer Information Name: tY1 ". he y n Street: D n c:r'_- -l" `r`a l e I rce , i} 1ST City, St, Zip: Bonding Company: N P Address: Phone: Fax: E- mail: t— 1 VeSp 'Cy - kLoM 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`h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compl' ce with all applicable laws regulating construction and zoning. S'a a of er/Agent Date Signature of Contractor/Agent Date n Robert Willets Print Owner/Agent's Name Q1a, a. o --4,v, „1 ter, Q Signature of Notart-State of FlojqAyne MarigeU Date Q t NOTARY PUBLIC STATE OF FLORIDA C m# GG113111 ONCE A xpires 6/21/2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature of NoTjl*Ial'e ayne 1angepate NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 EIExxPi €S 6/21/2021 Contractor/Agent is t Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: /W `'- 0/'/7 WASTEWATER: m BUILDING: Revised: June 30, 2015 Permit Application I 1g11 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: 3987 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1910 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) ip h ' ' w'9i q i aa_IN FFICIAL'Fl1SE ONLYa= ' Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2811 Reviewed by: Michael Cash, CFM Date: October 3, 2017 p Application for Paved Driveway, N WalkwayIncluding Right -of -WaygJY t —1877— Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 Sidewalk or Use & This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know what'sbeltlw. size and location of the existing right-of-way and use shall be provided or application could be delayed, Cailbatoreyoudig. 1. Project Location/Address: 2. Proposed Activity; LMDriveway Walkway Other: 3. Schedule of Work: Start Date Completion Date El Emergency Repairs 4. Brief Description of Work:. C_or,_St r o LV Y-Ne_ 15t— C_ This application is ub ttt d by: Property Owner: John Reny Signature: Print Name: Address: 1 7 f`ec oc d _6W A `up Phone: 401 -- 10 ULIe I Fax: '- 6-1- 1pL 1- U`i00 Email:J a Date: rjj t p JIn 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 installation/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 facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or 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 rea n ! u erst d e above statement and by signing this application I agree to its terms. Signature: Date: Of- Is -I This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering o - w Date: _t / Site Inspected by: Date: Special Permit Conditions: November 2015 ROW Use Ddveway.pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name: mound +mrYe— Project Address: 39c6r] NVA-crc-,r) Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Eric Korsten Print Name of Ow nant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 02/ 10/15) Robert Willets ` CUA &S_kV*rQPrint Na of Gen. Contractor Print Name of El. Contractor Signature of Gen. Contractor lignatur, of El. Contractor V GC 1522347 PC 00J_3LA Gen. Contractor License # El. Contractor License # Progress Energy Florida Power and Light on _/ tp: , City of Sanford Building and Fire Preventioff Product Approval Specification Form Permit # Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description Florida Approval # including 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 CorpRoofin CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mary, FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: GRANT t1f-ll._OYY 01011NOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 9006 PS 1265 ( iP9S ) CLERK'S A 2017103579 RECORDED :1.0/13/2017 0.2' 4*:1: 371 11`11 RECORDING FEES $10.00 RECORDED BY hdevare Parcel ID Number: 17-20-31-502-0000- 1q 10 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve, PB 81 Pas 93-102, Lot 19 1 Address: 1 N i-4, ., ` ; e i , rtio L a`Z I GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076LpFeeSimpleTitleHolder (if other than owner) Name: NA 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 In addition to himself, Owner Designates NA of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under pe alties of perjury, I declare that I have read the foregoing and that the facts stated in it are true t he es of owledge and belief. , n e s Signature Owners Printed Name Florida Statute 713.13(1)(g): 'The owner must sign the notice of commencement end no one else maybe permitted to sign in his or her stead.` State of EEL County of The foregoing Instrument was acknowledged before me this 1 iay of n 20 by _ t 1(D . Who is personally known to meQ— Name of person maldng statement OR who has produced identification type of Identification produced: Shsyne Manger NOTARY PUBLIC STATE OF FLORIDA P CE 193 Expires 621/202, Signature t J- REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # I" 1- L BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Address: 9 R"1 , r1sP J Min Max Inspection Description lg 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final jjy ^ n.:*z,"Cr 7ryg.o....... L, nyppPLLT+M B'INGP o- ,: T v. a `""'r, a '" is z.-' ;i,.z :a r € :", ,I. v; s s- `. 1..a+s' ... " a. e' ..J+.".a:.. gri"ss','1 I ^ S..x . ;i: Inspection DescriptionMinMax 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RK00 COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation Residential Performance Method Starlight CProjectName: Lot 191 - 1651 SL Street: 39 Z -1 fir Builder Name: Homes Permit Office: Seminole County SgJhfi NF ORDCity, State, Zip: Sanford , FL, 32773 Permit Number. # 1 7 - 2 8 1 ' Owner: AA-d Jurisdiction: c<o R1TAE Design Location: FL, Sanford County::em rle (lorida Climate Zone 2 j 1. New construction or existing New (From Plans) 9. Wall Types (1675.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1362.30 ft2 b. Frame - Wood, Adjacent R=13.0 312.67 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 (1567.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1567.00 ft 6. Conditioned floor area above grade (W) 1567 b. N/A R= ft= c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7: Windows(139.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 313.4 a. U-Factor: Dbl, U=0.34 98.00 ft2 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtuRir Efficiency a. Central Unit 30.0 SEER:14.00 SHGC: SHGC=0.25 a U-Factor: N/A ft2 SHGC: 13. Heating systems kBtulhr Efficiency d. U-Factor. N/A ft2 a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1567.0 sqft.) Insulation Area EF: 0.950 a: Slab -On -Grade Edge Insulation R=0.0 1567.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 47.79 Glass/Floor Area: 0.089 P Total Baseline Loads: 49.72 h6l I hereby certify that the plans and specifications covered by Review of the plans and O' LKE ST Tc this calculation are in compliance with the Florida Energy specifications covered by this Off, Code. / calculation indicates compliance with the Florida Energy Code, vj" fi,•; -..si n Before is completedPREPAREDBY: construction DATE: this building will be inspected for compliance with Section 553.908 0t,l" M 4 I herebycertify that this building, as designed, is in compliancefY99P Florida Statutes. CADwiththeFloridaEnergCde. WEB OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: t ' Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires -an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested irraccordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 6/8/2017 4:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 Gr1R11A RdnF_,)n1d PROJECT Title: Building Type: Owner. of Units: Builder Name:_ Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 191 - 1551 SL User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1567 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot Information Lot # 191 Block/SubDivision: PlatBook: Street: 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 1567 14573.1 Number Name SPACES Area Volume Kitchen. Occupants Bedrooms infilID finished Cooled Heated 1 Main 1567 14573.1 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 146 ft 0 1567 ft2 0 0 1 ROOF J v # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1752 ft2 392 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1. in) Area RBS IRCC 1 Full attic Vented 300 1567 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frad Truss Type 1 Under Attic (Vented) Main 30 Blown 1567 fie 0.1 Wood 6/8/20174:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Belo w 1 2 3 4 5 N E S W W Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Frame - Wood Main 4.1 45 0 9 4.1 44 9 9 4.1 31 8 9 4.1 24 6 9 13 33 6 9 4 420.0 ft2 4 417.5 ft2 4 296.2 ft2 4 228.6 ft2 4 312.7 ft2 0 0 0 0 0 0 0.6 0 0.6 0 0.6 0 0.6 0 0.01 0 0 0 0 0 DOORS Ornt Door Type Space Storms U-Value Ft Width In Height Ft In Area 1 2 W Wood Main W Wood Main None None 39 3 39 2 10 6 10 6 10 20.5 ft' 19.4 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 n 1 None Low-E Double Yes e 2 None Low-E Double Yes e 2 Vinyl Low-E Double Yes s 3 None Law-E Double Yes W 4 None Low-E Double Yes 0.34 0.26 0.34 0.26 0.58 0.25 0.34 0.26 0.34 0.26 15.0 ft2 1 ft0 in 60. 0 ft2 1 ft 0 in 41. 0 ft2 1 ft 0 in 8. 0 ft2 1 ft 0 in 15. 0 ft2 1 ft0 in 1 ft 0 in 1 ft 0 in 1 ft 0 in 1 ft 0 in 4 ft 0 in Drapes/blinds Drapes/blinds Drapesiblinds Drapes/ blinds Drapes/blinds Exterior 5 Exterior 5 None Exterior 5 Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 407 ft2 384 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA Egt.A ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1700.2 93.34 175.54 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.75 1 sys#1 6/8/ 2017 4:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HOT WATER SYSTEM V. # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply -- Return — Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 313.4 ft Main 78.35 ft Prop. Leak Free Main cfm 47.6 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan jj Feb Mar A r Ma Jun Jul Au Se Oct Nov Dec Heating Jan X] Feb kiMar E Apr I May Jun Jul Aurjrl Sep Qct X Nov Dec1XIVentinJanjjFebMarAprMayJunJulAugSeXOct [X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 51 0 0 1 - Electric Heat Pump 1 - Central Unit 6/8/2017 4:49 PM EnergyGaugeG USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAYy fit " 4 ^,nj CARDa_ f i L r TT`LL6CFt.e Sp99::'9:.4j:.^.?d":itfi.P14'P..Ia.aR'/1*4:'d3uY+:x.t`.` i:?K!lY.:.':.i•2N..'Y. a...l..^s:t:i is d.!rv:L.E..•il. iSC.":LC%l•9'Y'i99Yffi>L"51:9•:t9JK'.R.'a.^..MG<RCi.:A1`.VtE">.Y.:e ESTIMATED ENERGY PERFORMANCE IN96 The lower the EnergyPerformance Index, the more efficient the home. vor>n.+vxmcw-rwu mer=x.:..^:ss,•.^e,:-:l:wti ra.x.:.eausu.._ase_._-mmr-st:,..r x.o rss'.:1::cmaa_9•z:..a.sra•m:.n-m::..a:;.^Y.r+w:z.,n: Sanford, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: NIA 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 1362.30 ft2 b. Frame - Wood, Adjacent R=13.0 312.67 ft2 1 c. NIA R= ft2 3 d. NIA R= f12 10, Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1567.00 fie 1567 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R f:2 98.00 ft2 a. Sup: Attic, Ret: Main, AH: Main 6 313.4 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 30.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= ft2 13. Heating systems k8tu/hr Efficiency a. Electric Heat Pump 30.0 HSPF:8.20 1.000 ft. 0.257 Area 14. Hot water systems Cap: 50 gallons 1567.00 ft2 a• Electric EF: 0.95 ft2 b. Conservation features ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed o based on installed Code compliant features. Builder Signature: Date: Address of New Home: n h ` V Ity/FL Zip: / (ram WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/8/2017 4:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 191 - 1551 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and Continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed. edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations., and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity Garage separation spaces._ Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/8/2017 4:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENE,.RGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 191 - 1551 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1567 sq.ft. Cond. Volume: 14573 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 6/8/2017 4:49 PM Energypauga USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Li FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R4O5 Duct Leakage Test Report Performance Method Project Name: Lot 191 - 1551 SL Street: City, State, Zip: Sanford , FL, 32773 Design Location: FL, Sanford Builder Name: Starlight Homes Permit Office: Seminole County Permit Number: 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, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: Sit tip 6/8/2017 4:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 wrightsoft° Project Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wmv.energyair.com For Notes: Lot 191 - 1551 SL, Starlight Homes Sanford, FL 32773 Weather: Orlando Executive AP, FL, US Job: Starlight Homes - Wynd... Date: 10/10/2016 By: Plan: 1589 S Winter Design Conditions Summer Design Conditions Outside db 44 °F Outside db 93 F Inside db 70 °F Inside db 75 F Design TD 26 °F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 14474 Btuh Structure 13805 Btuh Ducts 1392 Btuh Ducts 1860 Btuh Central vent (51 cfm) 1440 Btuh Central vent (51 cfm) 982 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 17305 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16648 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi -tight Fireplaces 0 Structure 1605 Btuh Ducts 181 Btuh Heatingg Coolingg Central vent (51 cfm) 1508 Btuh Area (ft') 1560 1560 Equipment latent load 3294 Btuh Volume (ft3) 14553 14553 Air changes/hour 0.26 0.14 Equipment total load 19942 Btuh Equiv. AVF (cfm) 63 34 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NBO240000A Cond CH14NBO240000A AHRI ref Coil FB4CNP030L AHRI ref Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 21450 Btuh Heating output 28600 Btuh @ 47°F Latent cooling 7150 Btuh Temperature rise 29 °F Total cooling 28600 Btuh Actual air flow 899 cfm Actual air flow 899 cfm Air flow factor 0.057 cfm/Btuh Air flow factor 0.057 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.83 Capacity balance point = 32 °F Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Boldlitalic values have been manually overridden - Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-0816:34:58 WI"1 F1tSOft* g Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 Specific\Wyndham Preserve\Lot 191 - 1551 SL.rup Calc = MJ8 Front Door faces: W wrightsogt, Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wmv.energyair.com For: Lot 191 - 1551 SL, Starlight Homes Sanford, FL 32773 as iOwnCINoolinE, meln Design Conditions design DB: 92.60F Sensible gain: 16648 Btuh Outdoor design WB: 75.9°F Latent gain: 3294 Btuh Indoor design DB: 75.0°F Total gain: 19942 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturer's Performance Data atActual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 16678 Btuh 100% of load Latent capacity: 4080 Btuh 124% of load Total capacity: 20758 Btuh 104% of load SHR: 80% Job: Starlight Homes - Wynd... Date: 10/10/2016 By: Plan: 1589 S Entering coil DB: 76.0°F Entering coil WB: 63.4'F y.x HeatingE`quiprnentM=gym; Design Conditions Outdoor design DB: 44.2°F Heat loss: 17305 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 165% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 110% of load Temp. rise: 50 °F Meets are all requirements ofACCA Manual S. Entering coil DB: 68.5°F Capacity balance: 32 °F Economic balance:-99 °F fit' wrightso2017- Jun-08 16:34;58 Right - Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCK ... Specific\Wyndham Preserve\Lot 191 - 1551 SL.rup Calc = MJ8 Front Door faces: W For: Lot 191 - 1551 SL, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.183 in/100ft 899 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.183 in/100ft 899 cfm 153 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat c 99 3 6 0.360 4.0 OX 0 VIFx 7.8 70.0 bed2 h 1296 73 47 0.189 6.0 Ox 0 VIFx 23.5 125.0 st2 bed3 h 1808 102 82 0.193 6.0 Ox0 VIFx 20.1 125.0 st2 c12-A h 467 26 13 0.187 4.0 Ox0 VIFx 24.7 125.0 st2 c13-A h 912 52 23 0.183 5.0 Ox0 VIFx 27.8 125.0 st2 fam-din-kit C 3981 168 228 0.295 8.0 Ox 0 VIFx 14.9 80.0 fam-din-kit-A c 3981 168 228 0.268 8.0 Ox0 VIFx 24.6 80.0 foyer h 1301 74 58 0.350 5.0 Ox0 VIFx 5.0 75.0 lawn C 624 2 36 0.385 4.0 Ox 0 VIFx 2.7 70.0 m bath h 807 46 27 0.198 4.0 Ox0 VIFx 16.2 125.0 st1 m bed c 1765 85 101 0.196 6.0 OX 0 VIFx 17.6 125.0 st1 Mc h 1772 100 49 0.190 6.0 Ox 0 I VIFX 22.6 125.0 st1 Y. µrt SupplyTrunkDetailTable #t #y' a A .• 't ..... _, .. Trunk Htg CIg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 Peak AVF 231 177 0.190 523 9.0 0 x 0 VinlFlx st2 Peak AVF 254 165 0.183 575 9.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017-Jun-08 16:34:58 wrightSOft° Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 fiii ...Specific\Wyndham Preserve\Lot 191 - 1551 SL.rup Calc = MJ8 Front Door faces: W Name Grill Size (in) Htg cfm) Cig cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rbl Ox0 899 899 0 0 0 0 Ox 0 VIFx 2017-Jun-08 16:34:58 1 ;wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 j Cqa ...Specific\Wyndham Preserve\Lot 191 - 1551 SL.rup Calc = MJ8 Front Door faces: W Win Job #: Starlight Homes - Wyndham Performed for: Lot 191 - 1551 SL, Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAi;r, Ct Orlando, FL 3281;0 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com r0 Scale: 1/8" = 1'0" Page 1 Right -Suite® Universal 2017 17.0.08 RSU17013 2017-Jun-08 16:35:05 m Preserve\Lot 191 - 1551 SL.rup VTR KS AUTO VENT vvm LAV LAV WC WC T TTUB 2.. 3" 2" 3" t y 3" TUB n G 3" 3" N eG 3'1 N PLAN 1551 co PLUNIBING RISER DIAGRAM C/o BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 O BASIS OF BEARING) vi r T!-i PALMER'S SUBDIVISION PLAT BOOK 2, PAGE 41) rn0o V) POINT OF 60 N t BEGINNING N89'40'51 "E _ 520.35' PCP WYNDHAM PRESERVE LOT 191 Proposed) Ok to construct single family home with setbacks and impervious area shown on plan. 97. L4 1, irhp 651 t+atl-ey - S. (x,l_ T OCD W L O N V. ao O O N L d' c v o, N v a) o c o Z v v y N+' M c o I 0N yM 0 N II H a U cn LU T 190 LOT 209 13. i N89043'03 "E `! 115.00' 25. 0' a. 23 I 25. 3' A/ C r PAD 44. 4' 2. 96 a• e LU 45.3 1, 5' O A e Q PROPOSED- o q PROPOSED PATIO d 4 Q tp DRIVEWAY '. N 1 STORY RESIDENCE O li o 3987 NIGHT HERON DRIVE 10. 0 0 1 e' d 4: a' 7. 0 LOT 191 0 I W W Q o MODEL r AREA = y I I 1551 HALLEY `t N ; 6,900 S.F. ± LOT 208 ap .. LO a I PROPOSED '', ELEVATION - S 7. 0 GARAGE -LEFT M Lri Z ICONC WALK O I® I w w j w l :. FFE=25.4 O z 0 o V) O I W o z Z 25.3' 44.4' UM EL 0o 45.3 r 13. 233 , 115. 00' S89043'030W 2g s LOT 192 LOT 207 PCP I Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00'19'09"E., a distance of 1,879.07 feet; thence N.89040'51T., a distance of 520. 35 feet to the POINT OF BEGINNING; thence N.00'.16'57"W., a distance of 60.00 feet; thence N. 89'43'03"E., a distance of 115.00 feet; thence S.00'16'57"E., a distance of 60.00 feet; thence S,. 89°43'03"W., a distance of 115.00 feet; to to the POINT OF BEGINNING. Containing 6,900 Square feet, more or less. PEP - Pool Equipment LEGEIVD:ADUSSD-Access/Drainage/Utilities/Sidewalk BusinessLB -Licensed BFP- Surveow Preventer Sight Distance Easement PRM- Permanent Ref. Monument S -Survey -Reported PCP -Permanent Control Point D - Description IRFP&L-Florida Power & Light Plat P - FFE-Finish Floor Elevation D. B. -Deed Book M -Water Meter O. R.-Official Records Book N-Water Valve P. B.-Plat Book 0'- Fire Hydrant Pg. - Page RC® -Reclaimed Water Meter Elev.- Elevation RCD4-Reclaimed Water Valve Conc.- Concrete Cable Box BP - Brick Paver D-Telephone Box SW - Sidewalk E -Electric Box FFE- Finished Floor Elevation S6-Utility Pole C- Curb Inlet 7-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 Corner Set (Falls in Water) m-Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out FMGD - MAG NAIL & DISK Kolon Nail CVD4- Irrigation Control Valve I - Sign P.K. -Parker SIR - Set 1/2" Iron Rod LB7768 WI>4-Gate Water Valve SPKD - Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod LB7768 I-"' -Existing Grade FIP- Found 1/2" Iron Pipe LB7768 aI-Blow-off Valve, Flow Direction FPKD-Found P.K. Nail & Disk LB7768 FCM - Found 4"x4" Concrete Drainage 10. 0 -Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existin Grade Note: Some items in above legen may not be gplplicableJ REVISIONS Description Date I Dwn. Ck'd I P.C. Order No. ADDED A/C PAD 5/26/171 MTP I JDL REVISED PRODUCT 6/08/171 MTP I JDL 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) DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 6,900 SQ.FT. LIVING AREA= 1,567 SQ.FT. GARAGE = 407 SQ.FT. PORCH = 44 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 51 SQ.FT. IMPERVIOUS= 37.4 % SOD = 4,326 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA AREA = 8,400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 351 SQ.FT. SOD = 4,572 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H, `in Flood Zone " X" DESCRIPTION: PROPOSED LOT 45, M according to the plat of "WYNDHAIM o PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. mes D. Leviner LS6915 LORIDA PROFESSIONAL SURVEYOR & MAPPER NO. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: JE I Checked: JDL I P.C.: Data File:BiissonEast-Plat Date: 04/19/17 1 Dwg: BiissonEast-lot Order No.: SEC. 17 - TWN.20 S. - RNG. 31 E. Field Bk: RECORD COPY PALMERi2 c ELECTRIC Ashton Woods Homes Seminole 1551 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS INEC 2011 - 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA IL GENERAL LOADS INEC 2011 - 220.82(B)M - 0 LIGHTING 1567 Sq Ft @ 3VA/Sq. Ft 4.70 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA 1 DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA Q 7 + 0.80 0.80 KVA 0 DISPOSAL(2) # 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) lJ\\-DING 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIRGAS 1.50 l MICROWAVE CIRCUIT SovovzU 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT t`' FPAR 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 35.20 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.08 KVA SUB -TOTAL (GENERAL LOADS) INEC 2011- 220.82(B)) 20.08 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.08 KVA TOTAL DEMAND LOAD INEC 2011- 220.82(A)I 30.47 KVA MINIMUM SERVICE SIZE 126.94 AMPS i RECOMMENDED SERVICE SIZE 150 AMPS Typical 150 Amp Electrical Diagram 150 Amp Main 120V/240V RECORD COPY 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 Concrete Encased Electrode Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek_ ® RECORD COPY RE: 1111695 - MiTek USA, Inc. Site. Information: 6904 Parke East Blvd. a p FL 610-4115 Customer Info: Starlight Project Name: Lot 191 Wyndham Preserve Model: 155 Aa ley Lot/Block: 191 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/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 26 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T11364858 1 C1 6/14/17 18 1 T11364875 1 CJ1 6/14/17 12 1 T11364859 1 C2 1 6/14/17 119 1 T11364876 1 CJ1A 1 6/14/17 13 T11364860 1 C3 1 6/14/17 120 1 T113648771 CJ3 1 6/14/17 1 14 T11364861 1 C4 1 6/14/17 121 1 T11364878 1 CJ3A 1 6/14/17 1 15 1 T11364862 1 C5 1 6/14/17 122 1 T11364879 1 CJ5 1 6/14/17 1 6 I T11364863 1 C6 1 6/14/17 123 1 T11364880 1 CJ5A 1 6/14/17 17 1 T11364864 1 C7 1 6/14/ 17 124 1 T11364881 1 EJ6 1 6/14/17 18 1 T11364865 1 C8 1 6/14/17 125 I T11364882 1 EJ7 1 6/14/17 19 1 T11364866 1 C9 1 6/14/17 126 1 T11364883 1 HJ7 1 6/14/17 1 110 1 T11364867 1 C10 1 6/14/17 1 1 1 111 I T11364868 1 C11 1 6/14/17 112 1 T11364869 1 C12 1 6/14/17 1 113 1 T11364870 1 C13 1 6/14/17 114 1T11364871 1C14 16/14/17 15 1 T11364872 1 C15 1 6/14/17 116 T11364873 1 C16 1 6/14/17 117 1 T11364874 1 C17 1 6/14/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer' s Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. INC SANF ORD 59 i WN 0 STATE OF : t O N il"A E o% Thomas A. Albani PE No. 39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 14,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty, , Ply T11364858 1111695 C1 ]HIP GIRDER 1 2JJobRefer encet ional ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-P9yzWprOvMVs2Uw8m?lkcfMhcpGynoQoOEPaPSz6LOD 1-0-p 3-9-14 7-0-0 12-2-8 17-3-4 22-4-0 27-4-12 32-5-8 37-5-0 40-10-2 44-8-0 4 -8- 0- 3-9-14 3-2-2 5-2-8 5-0-12 5-0-12 5-0-12 6-0-12 5-2-8 3-2-2 3-9-14 -0- Scale = 1:81.6 3x6 6x8 = 5.00 12 8x10 3x6 5x8 = 6x8 = 5x8 = 3x6 11 8xf0 = 4 31 32 5 33 34 6 35 7 8 36 37 9 38 10 11 39 40 41 12 avd 26 25 42 43 24 44 45 23 22 46 47 21 48 49 20 19 50 51 18 52 53 17 16 i 1.5x8 STP= 3x6 4x6 = 4x12 - 6x12 MT20HS= 5x8 = 3x6 11 4x12 - 4x6 = 3x6 1Sx8 STP= Sx8 = 3x6 l 6xl2 MT20HS= 5x8 = 3-9-14 7-0-0 12-2-8 17-3-4 -0 27-4-12 32-5-8 37-8-0 40-10-2 44-8-0 3-9-14 3-2-2 5-2-8 a5-0-12 5-0-12 5-0-12 5-0-12 5-2-11 3-2-2 3-9-14 Plate Offsets (X Y)-- j2 0-4-0 0-2-14j (4:0-3-8 0-4-12j 12:0-3-8 0-4-12j j14 0-4-0 0-2-14] LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in 10c) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.56 21 >959 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.95 21 >562 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO W B 0.77 Horz(TL) 0.17 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 677 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.0E *Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-4,12-15: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SOT CHORD 2x8 SP 240OF 2.OE WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3097/0-8-0, 14=3097/0-8-0 Max Harz 2=-75(LC 28) Max Uplift2=-1449(LC 8), 14=-1449(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7467/3466, 3-4=-7682/3627, 4-31=-10678/5100, 31-32=-10683/5101, 5-32=- 10687/5103, 5-33=-10678/5095, 33-34=-10678/5095, 6-34= 10678/5095, 6-35=- 13542/6458, 7-35=-13542/6458, 7-8=-13542/6458, 8-36=-13542/6458, 36-37=-13542/6458, 9- 37=-13542/6458, 9-38=-10677/5093, 10-38=-10677/5093, 10-39=-10677/5093, 11- 39=-10677/5093, 11-40=-10686/5101, 40-41=-10681/5099, 12-41=-10677/5098, 12- 13=-7682/3626, 13-14=-7466/3461 BOT CHORD 2-26=-3195/ 6874, 25-26=-3195/6874, 25-42=-3273/7126, 42-43=-3273/7126, 24-43=-3273/7126, 24- 44=-6027/12835, 44-45=-6027/12835, 23-45=-6027/12835, 22-23= 6027/12835, 22-46=-6027/12835, 46-47=- 6027/12835, 21-47=-6027/12835, 21-48=-6022/12833, 48-49=-6022/12833, 20-49= 6022/12833, 19-20= 6022/12833, 19-50=-6022/12833, 50-51=-6022/12833, 18-51=-6022/12833, 18-52=-3260/7126, 52-53= 3260/7126, 17-53=-3260/7126, 16-17=-3116/6873, 14-16=-3116/6873 WEBS 3-26=-285/189, 3- 25=-242/394, 4-25=-264/819, 4-24=-1949/4065, 5-24=-726/555, 6- 24=-2461 /1180, 6-22=0/377, 6-21=-454/828, 8-21=-523/464, 9-21= 459/830, 9-20= 0/377, 9-18=-2461/1179, 11-18=-726/556, 12-18=-1949/4064, 12-17=-263/819, 13-17=- 241/394, 13-16=-285/189 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd= 108mph; TCDL=4.2psf; BCD1_=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=o.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DO L=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. G7bffft@@I igrpof the plate is required to De placea over me splice line at forntts/ 4, 12. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing MiTek' is always required for siatrlily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality' Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364958 1111695 C1 HIP GIRDER 1 nL Job Reference (optional) builder's First bOurce, Uroveland, FL. 34/36 r. srP, ia-.. j.". rrnu vuii i+ .o .ia tutu ruyoc ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-tLWMk9rlggdjgeVKKjGz8tusLDbBWFgxFu87xuz6LOC NOTES- 8) Plate(s) at joint(s) 4 and 12 checked for a plus or minus 2 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1449, 14=1449. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 213 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12, 87 lb down and 122 lb up at 13-0-12, 87 lb down and 122 lb up at 15-0-12, 87 lb down and 122 lb up at 17-0-12, 87 lb down and 122 lb up at 19-0-12, 87 lb down and 122 lb up at 21-0-12, 87 lb down and 110 lb up at 22-4-0, 87 lb down and 122 lb up at 23-7-4, 87 lb down and 122 lb up at 25-7-4, 87 lb down and 122 lb up at 27-7-4, 87 lb down and 122 lb up at 29-7-4, 87 lb down and 122 lb up at 31-7-4, 87 lb down and 122 lb up at 33-7-4, and 87 lb down and 122 lb up at 35-7-4, and 173 lb down and 213 lb up at 37-8-0 on top chord, and 307 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12, 65 lb down at 22-4-0, 65 lb down at 23-7-4, 65 lb down at 25-7-4, 65 lb down at 27-7-4, 65 lb down at 29-7-4, 65 lb down at 31-7-4, 65 lb down at 33-7-4, and 65 lb down at 35-7-4, and 307 lb down and 137 lb up at 37-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-12=-54, 12-15= 54, 2-14=-20 Concentrated Loads (lb) Vert: 4=-126(B) 7=-87(B) 12= 126(B) 25=-307(B) 6= 87(B) 22=-41(B) 21=-41(B) 8= 87(B) 20=-41(B) 9= 87(B) 17=-307(B) 31= 87(B) 32=-87(B) 33= 87(B) 34=-87(B) 35=-87(B) 36=-87(B) 37=-87(B)38=-87(B) 39= 87(B) 40= 87(B) 41= 87(B)42=-41(13)43=-41(13) 44=-41(13) 45=-41(B)46= 41(13) 47=-41(B)48= 41(B)49=-41(B) 50_ 41(B)51=-41(B)52=-41(B)53=-41(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekD connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp pp i Wilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent txacing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry T71364859 1117695 C2 Hip 1 t Job Reference (optional) ounuei a niai u uvniauu, ram. oYroo np rays ID: DT3e7bbeLkPtRgLK3aGvoCz8QE8-XfFuFG?YrM806UQe1 EUncIP0s63ilKIXi012mMBz6L00 d 0 9 4-9-14 9-0-0 15-8-14 22-4-0 28-11-2 35-8-0 39-10-2 44-8-0 4S-8-p i-0-d 4-9-14 4-2-2 6-8-14 6-7-2 6-7-2 6-8-14 4-2-2 4-&1a 0- 6x8 = 5.00 12 4 i 6 Scale = 1:81.6 Sx8 = 2x4 II 5x8 = 5x8 = 6x8 — 5 6 1 8 9 19 18 17 16 15 14 13 1.5x8 STP= 5x8 = 4x10 MT20HS = 5x8 = 2x4 11 5x8 = 1.5x8 STP= 4x6 = 2x4 4x10 MT20HS = 4x6 = 9-0-0 15-8-14 22-4-0 28-11-2 35-8-0 44-8-0 9-0-0 fi-8-14 6-7-2 6-7-2 6-8-14 9-0-0 Plate Offsets (X,Y)-- i4:0-4-0,0-2-21,j9:0-4-0,0-2-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.46 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.82 16 >653 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.18 11 n/a n/a. BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 278 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins. 4-7,7-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-0-13 oc bracing. SOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-19, 8-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 11=1707/0-8-0 Max Horz 2=-96(LC 11) Max Uplift2=-71 1 (LC 6), 11= 711(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3846/1649, 3-4=-3564/1532, 4-5=-3295/1459, 5-6=-5117/2355, 6-7=-5117/2355, 7-8=-5117/2355, 8-9=-3295/1459, 9-10=-3564/1531, 10-11=-3846/1649 BOT CHORD 2-19= 1475/3532, 18-19= 2019/4673, 17-18=-2019/4673, 16-17=-2019/4673, 15-16=-2008/4673, 14-15=-2008/4673, 13-14=-2008/4673, 11-13=-1446/3532 WEBS 3-19=-307/300, 4-19=-393/1099, 5-19=-1659/817, 5-16=-364/576, 6-16=-342/286, 8-16=-365/576, 8-13=-1659/817, 9-13=-393/1099, 10-13=-307/300 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=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=711, 11=711. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i e WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010"015 BEFORE USE. _ Design valid for use only with MiTekOO connectors. this design Is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent backing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364660 1111695 C3 Hip I 1 Job Reference (optional) b ulluar S HrST Source, UrMelana, rL. 34/3b /.b4u s Apr I` ZUIb MI1 eK InauSines, Inc. wea dun 14 ib 3b:z/ zui / rage 1 I D: DT3e7bbeLkPtRgLK3aGvoCz8QE8-T1 MegyOpNzOkLoZ09f W Fjq UBNsN IoaD?T3XtR4z6L0_ 1- 0- 5-9-14 11-0-0 18-7-4 26-0-12 33-8-0 38-10-2 44-8-0 4 -8 0- 5-9-14 5-2-2 7-7-4 7-5-8 7-7-4 5-2-2 5-9-14 -0- 8x12 = 5. 00 12 4 2x4 II 5x8 = 5x8 = 6x8 = 5 246 7 8 Scale = 1:81.6 19 18 17 16 15 14 13 12 1. 5x8 STP— 2x4 4x6 = 5x8 — 5x8 = 2x4 II 5x8 = 2x4 II 1. 5x8 STP- 4x6 = 4x10 MT20HS = 4x6 = 5- 9-14 11-0-0 18-7-4 5- 2-2 5-9-14 Plate Offsets (X Y)-- j8:0-4-0,0-2-21 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.36 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) 0.67 15-16 795 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.83 Hoiz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 279 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except` 4- 6,6-8: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. WEBS T Row atmidpt 7-16, 7-13 REACTIONS. ( lb/size) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz 2=-116(LC 11) Max Uplift2=-704(LC 10), 10=-704(LC 11) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3850/1526, 3-4=-3354/1417, 4-5=-4077/1839, 5-24=-4075/1836, 6-24=-4075/1836, 6- 7=-4075/1836, 7-8=-3079/1349, 8-9=-3354/1415, 9-10=-3850/1525 BOT CHORD 2-19= 1426/3524, 18-19=-1426/3524, 17-18=-1165/3058, 16-17=-1165/3058, 15- 16=-1660/4075, 14-15=-1660/4075, 13-14=-1660/4075, 12-13=-1316/3523, 10- 12=-1316/3523 WEBS 3-18=-526/346, 4-18=-87/437, 4-16=-599/1295, 5-16=-468/382, 7-16=-243/250, 7- 15=0/296, 7-13=-1273/594, 8-13=-323/976, 9-13=-525/348 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=704, 10= 704. 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/0312015 BEFOREUSE. q,} Designvalid for use only with Ml1ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Is to buckling individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated preventofisalwaysrequiredforstability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection andbracingoftrussesandtrusssystems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from TrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T11364861 1111695 C4 Hip 1 t Job Reference (optional) Builder's First Source, (3coveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:28 2017 Page 1 ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-xEwOtH1R8HWbzyBCiM2UF1OJ8GjhX539ijHPyWz6L?z O-0 6-9-14 13-0-0 19-2-11 25-5-5 1 31-8-0 + 37-10-2 44-8-0 4 -8-P 0-b6-2-2 6-2-11 6-2-11 6-2-11 6-2-2 6-9-14 -0- 6x8 = _ 4x6 = 4x6 = 5x8 6x8 = 5.00 12 4 5 23 6 7 8 18 17 1b 24 25 I 2b Lt 14 13 12 1.5x8 STP= 2x4 5x8 — 5x8 = 4x6 = 5x8 = 5x8 — 2x4 11 46 = Scale = 1:81.6 1.5x8 STP= 46 = i 6-9-14 13-0-0 22-4-0 31-8-0 37-10-2 44-8-0 6-9-14 fi-2-2 9-4-0 9-4-0 6-2-2 6-9-14 Plate Offsets (),Y)-- j4:0-4-0,0-2-21,j8:0-4-0,0-2-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.30 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.59 13-15 >907 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 274 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. 4-7,7-8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-17, 6-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz2=-135(LC 11) Max Uplift2=-702(LC 10), 10=-702(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3813/1499, 3-4=-3168/1282, 4-5=-2887/1228, 5-23=-3482/1486, 6-23=-3482/1486, 6-7=-2886/1226, 7-8=-2886/1226, 8-9=-3168/1282, 9-10= 3813/1497 BOT CHORD 2-18=-1408/3472, 17-18=-1408/3472, 16-17= 1315/3423, 16-24=-1315/3423. 24-25=-1315/3423, 15-25=-1315/3423, 15-26=-1311/3432, 26-27=-1311/3432, 14-27=-1311/3432, 13-14=-1311/3432, 12-13=-1271/3472, 10-12=-1271/3472 WEBS 3-18=0/270, 3-17=-671/437, 4-17=-286/909, 5-17=-838/409, 5-15=-97/282, 6-15= 90/271, 6-13=-848/413, 8-13=-289/916, 9-13=-669/436, 9-12=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 tit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=702, 10=702. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTekQ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekprevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T71364862 1111695 C5 Hip 1 1 Job Reference (optional) ounuer s rns a+mce, uwveiaou, r. oY roo IV, Qy= I D: DT3e7bbeLkPtRgLK3aGvoCz8Q E8-PQ U P5d23ubeSa5j PG4ZjoFZPegvOGV_IxNOzVyz6L?y 15-0-0 22-4-0 29-8-0 36-10-2 44-8-0 -8-0 0-0 7-9-14 7-2-2 7-4-0 7-4-0 7-2-2 7-9-14 -0-0 5.00 12 5x8 = 2x4 5x8 = 6 7 Scale = 1:83.2 19 1b 17 1b Lb 15 L/ 14 11 12 2x4 11 3x8 MT20HS = 3x4 = 3x8 — 3x4 = 3x8 MT20HS = 2x4 3x8 = 3x8 = 3x8 MT20HS = 4 15-0-0 22-4-0 7-4-0 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.36 15 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.75 14-15 718 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No-2 *Except* 4-5,7-8: 2x4 SP No.i BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz 2=-157(LC 11) Max Uplift2=-702(LC 10), 10=-702(LC 11) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 226 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3506/1343, 3-4=-2861/1099, 4-5= 2782/1121, 5-6=-2910/1247, 6-7=-2910/1247, 7-8=-2782/1121, 8-9=-2861/1100, 9-10=-3506/1345 BOT CHORD 2-19=-1272/3166, 18-19=-1272/3166, 17-18=-1272/3166, 16-17=-880/2576, 16-26= 880/2576, 15-26=-880/2576, 15-27=-821/2576, 14-27=-821/2576, 13-14=-1117/3166, 12-13=-1117/3166, 10-12=-1117/3166 WEBS 3-19=0/275, 3-17=-665/433, 5-17=-109/492, 5-15=-309/601, 6-15=-448/380, 7-15= 309/601, 7-14=-109/492, 9-14=-665/435, 9-12=0/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=702, 10=702. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. V Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, The building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing 0 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and trtss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T11364863 1111695 C6 Hip 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:31 2017 Page 1 ID:DT3e7bbeLkPtRgLK3aGvoCzBQE8-Mpc9WJ3JQCu9gPtnOVbBtgerBUaCkREbOhV3Zrz6L?w 1-0- 6-1-3 11-6-111 17-0-0 2,2-4-0 27-8-0 33-1-6 38-6-13 44-8-0 -8-0 0- 6-1-3 5 -4-0 5-4-0 5-5-6 6-1-3 -0-0 60 5.00112 5x6 = 3x8 = 5x6 = 2u is 18 zr 17 Zo t6 io iv 3x4 = 3x8 MT20HS = 2x4 II 3x8 = 3x4 = 3x8 = 3x8 = 3x8 = 3x8 MT20HS = Scale = 1:83.2 8-9-14 17-0-0 22-4-0 27-8-0 35-10-2 44-8-0 1 8-9-14 8-2-2 5-4-0 5-4-0 8-2-2 i 8-9-14 Plate Offsets (X Y)-- j2:0-4-2 0-1-81 f6:0-3-0 0-2-41 (8:0-3-0 0-2-41 j12:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.33 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.77 14-16 >697 180 MT20HS 187/143 BCLL 0.0 ` Rep Stress Incr YES W B 0.64 Horz(TL) 0.25 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 244 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-18, 7-16 REACTIONS. (lb/size) 2=1707/0-8-0, 12=1707/0-8-0 Max Horz2=176(LC 10) Max Uplift2=-698(LC 10), 12=-698(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3557/1416, 3-4=-3334/1296, 4-5=-3282/1308, 5-6=-2658/1047, 6-7=-2409/1017, 7-8=-2409/1017, 8-9=-2658/1047, 9-10=-3282/1309, 10-11=-3334/1297, 11 -1 2=-3557/1418 BOT CHORD 2-20=-1378/3223, 19-20=-1104/2848, 18-19= 1104/2848, 18-27=-784/2548, 17-27=-784/2548, 17-28=-784/2548, 16-28=-784/2548, 15-16=-929/2848, 14-15=-929/2848, 12-14=-1204/3223 WEBS 3-20=-265/290, 5-20=-115/422, 5-18=-605/423, 6-18=-241/741, 7-18=-403/240, 7-16= 403/239, 8-16=-240/741, 9-16=-605/423, 9-14=-116/422, 11-14=-265/291 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=698, 12=698. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possiNe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 864T11364, 1111695 C7 Hip - 1 1 J.bR.tence optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:31 2017 Page 1 ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-Mpc9WJ3JQCu9gPtn0VbBtgem9UbdkUUb0hV3Zrz6L?w H. 12-10-10 19-0-0 25-8-0 31-9-6 37-10-13 44-8-0 -8-0 0- 6-9-3 6-1-6 6-1-6 6-8-0 6-1-6 6-1-6 6-9-3 -0-0 60 5x8 = Sx6 = 5.00 12 6 27 7 20 19 1a 17 1. 16 " 1 14 13 2x4 11 3x4 = 3x8 MT20HS - 3x4 — 3x8 = 3x8 MT20HS = 3x4 — 2x4 11 3x8 = 3x8 = Scale = 1:83.2 6-9-3 12-10-10 19-0-0 25-8-0 31-9-6 37-10-13 44-8-0 6-9-3 6-1-6 6-1-6 6-8-0 6-1-6 6-1-6 6-9-3 Plate Offsets (X Y)-- f2'0-4-2 0-1-8j j6:0-5-12 0-2-8j (7:0-3-0 0-2-4j j11 0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.70 16-17 >767 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 244 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or'2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 6-16, 8-16 REACTIONS. (lb/size) 2=1707/0-8-0, 11=1707/0-8-0 Max Horz 2=196(LC 10) Max Uplift2=-695(1_C 10), 11=-695(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3542/1345, 3-4=-3057/1159, 4-5=-2998/1176, 5-6=-2476/963, 6-27=-2233/945, 7-27=-2233/945, 7-8=-2477/964, 8-9=-2998/1178, 9-10=-3056/1160, 10-11=-3543/1349 BOT CHORD 2-20= 1323/3204, 19-20=-1323/3204, 18-19=-1033/2767, 17-18=-1033/2767, 17-28=-693/2232, 16-28=-693/2232, 15-16=-839/2767, 14-15=-839/2767, 13-14=-1131/3205, 11-13=-1131/3205 WEBS 3-19=-498/320, 5-19=-77/405, 5-17=-722/455, 6-17=-233/609, 7-16=-181/596, 8-16=-721/456, 8-14=-78/405, 10-14=-499/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=O. 18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=695, 11=695. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall OOOiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek Is always required for siatrlily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11364865 1111695 C8 Hip 1 1 Job Reference (optional) nuiaer s nisi oeurce, uroveiana, M.stir ao IF. 11.1. 1-1.1. — 11-1--11Qy= ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-q?AXjf4xBW10RZS_xC6QQt6?5tx7TuvkdLFd5Hz6L?v 1-0- 14-2-10 21-0-0 23-8-0 30-5-6 37-2-13 44-8-0 -8- 0- 7-5-3 6-9-6 6-9-6 2-8-0 6-9-6 6-9-6 7-5-3 -0- 60 5.00 F12 5x8 = 5x6 = 6 27 7 Scale = 1:83.2 20 19 1ozo 17 16 " " 14 13 3x8 = 3x8 —_ 2x4 3x8 MT20HS = 3x4 = 3x8 = 3x4 = 2z4 l l 3x4 = 3x8 MT20HS= P 0 7-5-3 14-2-10 21-0-0 23-8-0 30-5-6 37-2-13 44-8-0 _ 7-5-3 6-9-6 6-9-6 2-8-0 6-9-6 fi-9-fi 7-5-3 Plate Offsets (X,Y)-- j2:0-4-2 0-1-81 (6:0-5-12 0-2-81 j7:0-3-0 0-2-41 111:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.33 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.73 17-19 >737 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 253 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 6-16, 8-16 REACTIONS. (lb/size) 2=1707/0-8-0, 11=1707/0-8-0 Max Horz 2=215(LC 10) Max Uplift2=-692(LC 10), 11=-692(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/1318, 3-4=-2951/1107, 4-5=-2824/1120, 5-6=-2292/887, 6-27=-2053/874, 7-27=-2053/874, 7-8=-2294/888, 8-9=-2823/1121, 9-10=-2950/1107, 10-11=-3514/1321 BOT CHORD 2-20= 1310/3172, 19-20= 1310/3172, 18-19=-978/2664, 18-28=-978/2664, 17-28=-978/2664, 16-17=-596/2050, 16-29=-763/2663, 15-29=-763/2663, 14-15=-763/2663, 13-14=-1098/3173, 11-13=-1098/3173 WEBS 3-19=-576/365, 5-19=-85/466, 5-17=-824/510, 6-17=-284/617, 7-16=-242/620, 8-16=-821/510, 8-14=-85/464, 10-14=-577/368, 10-13=0/250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat: II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=692, 11=692. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,01.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Qry Ply T71364866 1111695 C9 Hip 1 1 Job Reference (optional) Builder's First Snume, Gfoveland, FL. 34736 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Wed Jun 14 15:35:33 2011 Page 1 I D: DT3e7bbeLkPtRgLK3aGvoCz8QE8-I Bjvv?5ayp9t3j 1 AVvdfySj 7EHG UCJYur?_Aekz6L?u 22-6-0 1-0 7-9-3 14-70-10 22-0-0 22 - 29-9-6 36-10-13 44-6-0 5-6- 0 7-9-3 7-1-6 7.1-6 D 4' 7-1-6 7-10s 0-4-0 Scale = 1:83.2 5x6 = 5.00 12 18 17 1b 2b is 21) 14 13 12 3x8 = 3x8 — 2x4 M MT20HS = 3x8 = 3x4 - 2x4 3x4 = 3x8 MT20HS = 22-6-0 7-9-3 14-10-10 22-0-0 22 - 29-9-6 36-10-73 44-8-0 7-9-3 7-1-6 7-1-6 0-4 7-i-6 7-1-6 7.9-3 0-4-0 0-1-81.r1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 7.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 na 0 DEFL, in loc) I/defl L/d PLATES GRIP Vert(LL) 0.33 17 >999 240 MT20 244/190 Vert(TL)-0.7313-15 736 180 MT20HS 187/143 Horz(TL) 0.26 10 n/a n/a Weight: 232 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. WEBS 1 Row at midpt 5-15, 7-15 REACTIONS. (lb/size) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz2=226(LC 10) Max Uplift2=-690(LC 10), 10=-690(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3496/1301, 3-4=-2894/1071, 4-5=-2761/1092, 5-6=-2201/862, 6-7=-2201/861, 7-8=-2761/1093, 8-9=-2894/1072, 9-10=-3496/1304 BOT CHORD 2-18=-1301/3154, 17-18=-1301/3154, 16-17=-952/2608, 16-25=-952/2608, 15-25=-952/2608, 15-26=-726/2608, 14-26=-726/2608, 13-14=-726/2608, 12-13=-1077/3154, 10-12=-1077/3154 WEBS 3-18=0/268, 3-17=-613/384, 5-17= 89/481, 5-15=-861/540, 7-15=-861/540, 7-13=-90/481, 9-13=-613/386, 9-12=0/268, 6-15=-398/1231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=690, 10=690. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTekO connectors. this design Is based only upon parameters shown, and is for an individual building component, not Betatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364867 1111695 C t 0 Hip 1 1 I Job Reference (optional) Builder's First Source, Gruveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:13 2017 Page 1 I D: DT3e7bbeLkPtRgLK3aGvoCz8Q E8-tL W Mk9r 1 ggdjgeVKKj Gz8tumm DRYW JjxFu87xuz6LOC 1-0-Q 7-1-3 13-6-10 20-0-0 24-8-0 31-1-6 37-6-13 4480 45A f -0- 7-1-3 6-5-6 6-5-6 4-8-0 6-5-6 6-5-6 r 7-1-3 ]-0-0 Scale = 1:83.2 5x8 = 5.00 12 27 5x6 = 20 19 18 17 26 16 1S 14 13 - 2x4 3x8 MT20HS = 3x4 = 3x8 = 3x4 = 2x4 11 3x8 = 3x8 = 3x4 = 3xS MT20HS= 7-1-3 13-6-10 20-0-0 24-8-0 31-1-6 37-6-13 44-8-0 7-1-3 6-5-6 6-5-6 4-8-0 6-5-6 7-1-3 Plate Offsets (X Y)-- 2:0-4-2 0-1-8] [6:0-5-12 0-2-8] 7:0-3-0 0-2-4] [11:0-4-2 0-1-8] LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.32 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.71 17-19 >758 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 248lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row atnticipt 5-17, 6-16, 8-16 REACTIONS. (lb/size) 2=1707/0-8-0, 11=1707/0-8-0 Max Horz 2=206(LC 10) Max Uplift2=-693(LC 10), 11=-693(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3528/1332, 3-4=-3005/1130, 4-5= 2943/1149, 5-6=-2382/922, 6-27_ 2140/909, 7-27=-2140/909, 7-8=-2383/923, 8-9=-2943/1150, 9-10=-3005/1131, 10-11=-3529/1335 BOT CHORD 2-20=-1317/3188, 19-20=-1317/3188, 18-19=-1006/2717, 17-18= 1006/2717, 17-28=-644/2139, 16-28=-644/2139, 15-16=-801/2716, 14-15=-801/2716, 13-14=-1115/3189, 11-13=-1115/3189 WEBS 3-19= 536/343, 5-19= 80/440, 5-17=-778/484, 6-17=-262/648, 7-16=-210/629, 8-16= 777/484, 8-14=-80/439, 10-14=-537/345 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=693, 11=693. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. l aV372015 BEFORE USE. e Design valid for use only with MiTek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not - -- - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personat injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T77364868 1111695 C11 Hip 1 1 Job Reference (optional) Builder's First 50urce, Gvoveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:15 2017 Page 1 I D: DT3e7bbeLkPtRgLK3aGvoCz8Q E8-gke69rtH BHtRvyfjS7J RDI_6o 17j_9fEjCdE0mz6LOA 1-0-0 6-5-3 12-2-10 18-0-0 22-4-0 26-8-0 32-5-6 38-2-13 44-8-0 45-8-0 0- 6-5-3 5-9-6 S-9-6 4-4-0 4-4-0 5-9-66-5-3 -0-0 5x8 = 2x4 II 5x8 = 22 21 [ u 19 18 17 10 15 14 3x8 = 2x4 11 3x8 MT20HS = 3x8 — 3x8 MT20HS — Scale = 1:83.2 13 iv0 2x4 11 3x8 — fi-5-3 12-2-10 18-0-0 22-4-0 26-8-0 32-5-6 38-2-13 44-8-0 fi-5-3 5-9-6 5-9-6 4-4-0 4-4-0 5-9-6 5-9-fi fi-5-3 Plate Offsets (X Y)-- j2:0-4-2 0-1-81 16:0-5-12 0-2-81 j8:0-5-12 0-2-81 112:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.32 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.68 15-17 >794 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.81 Horz(TL) 0.26 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 260 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc pUrlins- BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 12=1707/0-8-0 Max Horz 2=186(LC 10) Max Uplift2=-696(LC 10), 12=-696(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3551/1357, 3-4=-3111/1193, 4-5=-3057/1204, 5-6=-2560/1003, 6-7=-2400/993, 7-8=-2400/993, 8-9=-2560/1004, 9-10=-3057/1205, 10-11= 3111/1194, 11-12=-3551/1360 BOT CHORD 2-22= 1328/3214, 21-22=-1328/3214, 20-21— 1061/2822, 19-20=-106112822, 18-19= 738/2309, 17- 18=-617/2309, 16-17=-876/2822, 15-16=-876/2822, 14-15=-1146/3214, 12- 14=-1146/3214 WEBS 3-21=-448/295, 5-21=-70/386, 5-19=-694/432, 6-19=-229/556, 6-18=-206/356, 7-18=-254/213, 8- 18=-207/356, 8-17= 229/556, 9-17=-694/433, 9-15=-70/386, 11-15= 448/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=696, 12=696. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design Is based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of designDal' parameters and properly incorporate this designintotheoveralll~ pp building design. Bracing Indicated is topreventbucklingofindividualtrussweband/or chord members only. Additional temporary and permanent bracing I VI iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty PIy T11364869 1111695 C12 Hip 1 i Job Reference (optional) ounue s n sr auwue, u uve auu, ru. oyioo ,, ,....,,,r,....... ......... ................. ..... ...... ...... .. ............ _.,.. ...y_. I D: DT3e7bbeLkPtRgLK3aGvoCzBQ ES-IwC UMBuvyb01X5Ev?rggmVW B5RTXji30xsN oYDz6L09 1-0- 8-3-14 16-0-0 22-4-0 28-8-0 36-4-2 44-8-0 -8-0 0- 8-3-f4 7-8-2 6-4-0 6-4-0 7-8-2 8-3-14 -0-0 60 5.00 Fl2 5x8 = 2x4 5x8 = 5 6 7 18 1/ 16 zo 15 zo 14 13 12 3x8 = 2x4 3x8 MT20HS = 3x8 = 3x4 = 2x4 3x8 = 3x4 = 3x8 MT20HS = Scale = 1:83.2 8-3-14 16-0-0 22-4-0 28-8-0 36-4-2 44-8-0 8-3-14 7-8-2 6-4-0 6-4-0 7-8-2 8-3-14 Plate Offsets (X Y)-- j2 0-4-2 0-1-8] f5.0-5-12 0-2-8] [7:0-5-12 0-2-8] (10:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.33 15 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.72 12-14 742 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 229 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 `Except` 4-5,7-8: 2x4 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. WEBS 1 Row at midpt 3-16, 9-14 REACTIONS. (lb/size) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz2=166(LC 10) Max Uplift2= 700(LC 10), 10= 700(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3484/1326, 3-4=-2772/1036, 4-5=-2686/1059, 5-6=-2709/1136, 6-7=-2709/1136, 7-8=-2686/1059, 8-9=-2772/1037, 9-10=-3484/1328 BOT CHORD 2-18=-1261/3142, 17-18=-1261/3142, 16-17=-1261/3142, 16-25=-832/2488, 15-25=-832/2488, 15-26=-752/2488, 14-26=-752/2488, 13-14=-1096/3142, 12-13= 1096/3142, 10-12= 1096/3142 WEBS 3-18=0/305, 3-16=-736/473, 5-16=-125/508, 5-15=-264/490, 6-15=-378/319, 7-15= 263/490, 7-14=-125/508, 9-14=-736/474, 9-12=0/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=700, 10=700. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design parameters and READ NOTES ON THIS AND iNCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design Is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSIITPI t Quality Criteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11364670 1111695 C13 Hip 1 1 Job Reference (optional) — ounuei a riior ouui urwe ai , . oryroo IF. cyc ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-m6msaXuXjv8g8Fo5ZYLvJj3PzgyyS2jXAW6L4fz6LO8 1-0- 7-3-14 14-0-0 19-7-4 25-0-12 W-8-0 37-4-2 44-8-0 -11-1)- 0- 7-3-14 6-8-2 5-7-4 5-5-8 5-7-4 6-5-2 7-3-14 -D-O 5.o0 52 8x12 = 5 5x8 = 2x4 5x8 = 6x8 = 6 26 7 8 9 Scale = 1:83.2 21 20 111i 18 17 1° 15 14 1.5x8 STP= 2x4 11 4x6 = 5x8 5x8 = 2x4 5x8 = 5x8 = 2x4 1.5x8 STP= 4x6 = 4x6 = 7-3-14 14-0-0 2:0-4-13.0-1 19-7-4 25-0-12 6-8-2 7-3-14 N 13 170 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.28 17-18 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.56 17-18 964 180 BCLL 0.0 Rep Stresslncr YES WB 0.83 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 285 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 `Except 5-7,7-9: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 12=1707/0-8-0 Max Horz 2=145(LC 10) Max Uplift2= 701(LC 10), 12=-701(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3791/1480, 3-4=-3066/1204, 4-5=-2990/1224, 5-6=-3202/1376, 6-26=-3200/1374, 7-26=-3200/1374, 7-8=-3200/1374, 8-9=-2785/1174, 9-10=-2991/1223, 10-11=-3067/1203, 11-12=-3790/1478 BOT CHORD 2-21=-1395/3448, 20-21=-1395/3448, 19-20=-969/2771, 18-19=-969/2771, 17-18=-1152/3198, 16-17=-1152/3198, 15-16=-1152/3198, 14-15=-1248/3447, 12-14=-1248/3447 WEBS 3-21=0/323, 3-20=-753/469, 5-20=-126/470, 5-18=-320/750, 6-18= 353/276, 8-15=-734/319, 9-15=-269/870, 11-15=-751/469, 11-14=0/321 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=701, 12=701. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE, pq Design valid for use only with Milel<6 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not moilg V a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i building design.. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364871 1111695 c14 Hip 1 1 Job Reference (optional) ounaars nra aource, usoveiana, r. sv ao i.ovv s r pr ,a — o — — mou —, m . vv— gun ,v . : .. r —i, rage. i I D: DT3e7bbe LkPtR q LK3aGvoCz8Q ES-m6msaXuXjv898Fo5ZYLvJj3SagzGS64XAW 6L4fz6L08 i1-0- 6-3-14 12-0-0 18-11-4 25-8-12 32-8-0 38-4-2 44-8-0 4S-8-p 0- 6-3-14 5-8-2 6-11-4 6-9-8 6-17_1 5-8-2 6-3-14 -0- e 8x12 = 2x4 I I 5.00 F12 4 5x8 = 5x8 = 6x8 = 24 6 7 8 Scale = 1:81.6 19 18 17 16 15 14 13 12 1.5x8 STP— 2x4 4x6 = 5x8 — Sx8 = 2x4 5x8 — 5x8 = 2x4 1.5x8 STP- 4x6 = 4x6 = 6-3-14 12-0-0 18-11-4 25-8-12 32-8-0 38-4-2 44-8-0 6-3-14 5-8-2 6-11-4 fi-9-8 6-11-4 5-8-2 fi-3-14 Plate Offsets (X,Y)-- j8:0-4-0,0-2-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.32 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.62 15-16 867 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 281 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6,6-8: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz 2=-125(LC 1 1) Max Uplift2=-703(LC 10), 10=-703(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 1 Row at midpt 7-16, 7-13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3840/1512, 3-4=-3256/1352, 4-5=-3737/1661, 5-24=-3735/1659, 6-24=-3735/1659, 6-7=-3735/1659, 7-8=-2978/1290, 8-9=-3256/1351, 9-10=-3840/1511 BOT CHORD 2-19=-1417/3501, 18-19=-1417/3501, 17-18=-1093/2959, 16-17=-1093/2959, 15-16=-1467/3734, 14-15=-1467/3734, 13-14=-1467/3734, 12-13=-1290/3501, 10-12= 1290/3501 WEBS 3-19=0/255, 3-18=-608/389, 4-18=-101/445, 4-16=-484/1071, 5-16=-430/348, 7-15=0/267, 7-13=-1051/481, 8-13=-306/941, 9-13=-607/390, 9-12=0/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=703, 10=703. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364672 1111695 C15 Hip 1 1 Job Reference (optional) Builder's First Sburce, Gfoveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:19 2017 Page 1 I D: DT3e7bbeLkPtRgLK3aGvoCz8Q E8-iVtd_CwnF W OsOZyUhzN NO88gjefjw3tgdqbS9Yz6L06 1-0- 5-3-14 10-0-0 16-2-14 22-4-0 28-5-2 34-8-O 39-4-2 44-8-0 6-0- 0- 5-3-74 4-8-2 6-2-14 6-1-2 6-1-2 6-2-14 4-8-2 5-3-14 1-4-0 5.00 12 1.5x8 STP= 4x6 = 6x8 = 5x8 = 2x4 11 5x8 = 5x8 = 6x8 = 9 19 18 17 16 15 t4 13 5x8 = 4x10 MT20HS = 2x4 5x8 - 2x4 II 4x10 MT20HS = Sx8 = Scale = 1:81.6 1.5x8 STP = 4x6 = 10-D-0 16-2-14 22-4-0 28-5-2 34-8-0 44-8-0 10-0-0 fi-2-14 fi-1-2 fi-1-2 6-2-14 10-0-0 Plate Offsets (x,Y)-- j4:0-4-0,0-2-21,j9:0-4-0 0-2-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.39 16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.72 16 >748 180 MT20HS 187/143 BCLL 0.0 Rep Stresslncr YES WB 0.41 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 281 lb FT = 0°! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-4 oc purlins. 4-7,7-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-6-3 oc bracing. BOT CHORD 2x6 SP M 26. WEBS 1 Row at midpt 5-19, 8-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1706/0-8-0, 11=1725/0-8-0 Max Horz 2=-1 12(LC 11) Max Uplift2=-705(LC 10), l l=-718(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3804/1606, 3-4=-3472/1465, 4-5=-3197/1397, 5-6=-4585/2085, 6-7=-4585/2085, 7-8=-4585/2085, 8-9=-3193/1392, 9-10=-3468/1460, 10-11=-3798/1598 BOT CHORD 2-19=-1466/3492, 18-19=-1779/4240, 17-18=-1779/4240, 16-17=-1779/4240, 15-16=-1767/4238, 14-15=-1767/4238, 13-14=-1767/4238, 11-13=-1387/3486 WEBS 3-19=-364/346, 4-19= 373/1067, 5-19=-1348/669, 5-16=-311/489, 6-16=-317/265, 8-16=-313/490, 8-13=-1349/670, 9-13=-371/1065, 10-13=-361/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=705, 11=718. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing inn iTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tnrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364873 1111695 C16 Roof Special 1 t Job Reference (optional) ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-AhR?CYxQOgWj?jXgEhucwLh_Y2_WfOTzsUL?h_Z6LO5 1-0-0 4-7-14 8-8-0 34-p 141-1 18-8-6 212-10 J 27-10-15 32-8-0 $3-8-Q35-8-0 39-10-2 f 44-&0 ft6-0-Q 1-0- 47-14 40-2 6& 4-9-1 47-5 4-75 4-7-5 4-3-1 -0-0 2-0-0 4-2-2 5.00 F12 7x10 = Sx6 = 4x6 = 4 s a 2x4 11 7 A 2x4 II 10 8xl2 = 8x12 — 6x8 - 11 72 13 Scale = 1:86.6 28 27 26 25 24 23 2221 20 19 18 17 1.5x8 STP= 3x6 4x6 = 7x10 = 3x6 11 7x10 = 800 = 3x6 I 1.5x8 STP= 3x6 11 4-7-14 1 4-8-2 49-1 47-5 47-5 1 47-5 4-9-1 1-0-0 2-0-0 42-2 4-9-14 Plate Offsets (X Y)-- 2:0-4-0 0-2-141 (5:0-2-8 0-4-121 j12.0-6-0 0-3-01 (13:0-4-0 0-2-21 15.0-4-0 0-2-141 (20 0-3-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vett(LL) 0.53 23-24 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.96 23-24 559 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.16 15 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 335lb FT=0% LUMBER - TOP CHORD 2x6 SP M 26 `Except` 1-4,4-5,13-16: 2x4 SP No.2 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1706/0-8-0, 15=1725/0-8-0 Max Horz 2=- 1 04(LC 11) Max Uplift2=-703(LC 6), 15=-716(LC 7) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3894/1583, 3-4=-3616/1557, 4-5=-3836/1690, 5-6=-5046/2272, 6-7=-5663/2556, 7-8=-5663/2556, 8-9=-5464/2452, 9-10=-5464/2452, 10-11=-5464/2452, 11-12=-4803/2132, 12-13=-3357/1474, 13-14=-3609/1542, 14-15=-3879/1559 BOT CHORD 2-28=-1405/3571, 27-28=-1405/3571, 26-27=-1515/3749, 25-26=-2139/5042, 24-25=-2139/5042, 23-24=-2510/5841, 22-23=-2510/5841, 21-22=-1830/4478, 20-21=-1830/4478, 19-20= 1584/3929, 18-19=-1589/3941, 17-18=-1355/3559, 15-17= 1355/3559 WEBS 3-27=-287/239, 4-27=-1019/2360, 5-27=-19891964, 5-26=-762/1609, 6-26=-851/494, 6-24= 356/809, 8-24=-273/112, 8-22= 518/238, 10-22=-314/248, 11-22=-579/1235, 11-20=-2220/1067, 12-20=-964/2125, 12-19=-124/275, 12-18=-1314/617, 13-18= 579/1424, 14-18=-295/237 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 5x8 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=703, 15=716. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M717473 rev. 1010312015 BEFORE USE. This design Is based only upon parameters shown, and is for an individual [wilding component. not BetDesignvalidforuseonlywithMiTekOconnectors. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSi1TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply T11364874 1111695 C17 Roof Special Girder 1 1 Job Reference (optional) ouuuei s niar auyrce, viovermiu, r. s4rao, rvanie .oV s Pi cc cu io iw i en i musu ea, i - u i i V o.o ye i ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-B7iKuQiNe?_i9gUB73AA?y4HsUw9zgrT10?Kr4z6Khm t-0-p 3-9-14 7-0-0 10-4-0 1,1-4- 16-10-5 21-0-10 25-2-15 30-8-0 3,1-8-,0 34-8-0 37-8-0 40-10-2 44-8-0 46-0-Q 1-0- 3-9-14 3-2-2 3-4-0 -0- 5-6-5 4-2-5 4-2-5 5-5-1 3-0-0 3-0-0 3-2-2 3-9-14 5x8 = 5x6 = 5.00 T 2 5x6 = 4 38 5 F 412 = 5x6 = 412 = 3x6 = 5x6 = 3x8 = 5x6 = 2x4 12 40 i3 41 147 ,,.. ., .. In 11 Scale = 1:81.9 Zvn _- c 17 Sa0 31 30 42 29 28 27 26 43 25 44 24 23 22 21 45 20 46 19 18 3x6 -_ 2x4 11 3x4 = 3x8 = 3x6 - 3x8 - 3x6 11 4x12 2x4 11 3x8 = 2x4 11 3x6 - 3x8 = 2x4 !I 3x6 = 3x4 = 3-9-14 7-0-0 10-4-0 11-4- 16-9-14 16- 0-5 21-0-0 25-2-3 25- -15 30-8-0 31-8-0 34-8-0 37-8-0 40-10-2 44-8-0 3-9-14 3-2-2 3-4-0 -0- 5-5-14 0- -7 4-1-11 4-2-3 0- -13 5-5-1 0- 3-0-0 3-0-0 3-2-2 3-9-14 Plate Offsets (X Y)-- 4:0-5-12 0-2-81 j5:0-3-0 0-2-41, (12:0-3-0,0-2-41, j14:0-3-0,0-2-41, j28:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.11 20 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.20 20 999 180 BCLL 0.0 Rep Stress Incr NO W B 0.82 Horz(TL) 0.04 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 244 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing 10-22: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-8-0 except Qt=length) 2=0-8-0, 16=0-8-0. lb) - Max Horz 2=-85(LC 28) Max Uplift All uplift 100 lb or less at joints) except 2=-422(LC 8), 26=-616(LC 4), 25=-179(LC 5), 24=-891(LC 5), 16-550(LC 9) Max Grav All reactions 250 lb or less at joint(s) 25 except 2=929(LC 19), 26=1412(LC 19), 26=1402(LC 1), 24=1938(LC 20), 24=1926(LC 1), 16=1150(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1735/747, 3-4=-1534/708, 4-38=-1188/599, 5-38=-1188/599, 5-6=-1277/636, 6-7=-1014/516, 7-39=-395/933, 8-39=-395/933, 8-9=-387/925, 9-10-387/925, 10-11=-1169/615, 11-12=-1317/706, 12-40-1442/752, 13-40=-1442/752, 13-41=-1876/931, 14-41=-1876/931, 14-15=-2032/978, 15-16=-2196/1012 BOT CHORD 2-31=-687/1561, 30-31=-687/1561, 30-42=-561/1418, 29-42=-561/1418, 28-29=-430/1064, 27-28=-928/446, 26-27=-928/446, 26-43=-928/446, 25-43=-928/446, 25-44=-1310/649, 24-44=-1310/649, 23-24=-1310/649, 22-23=-1310/649, 21-22=-602/1403, 21-45=-810/1859, 20-45-810/1859, 20-46-810/1859, 19-46-810/1859, 18-19=-848/1983, 16-18-848/1983 WEBS 4-30=-146/508, 4-29=-316/182, 5-29=-103/308, 6-29=-221/269, 6-28=-874/456, 7-28=-938/2141, 7-26-1269/659, 8-25=-308/306, 10-25=-175/476, 10-24=-1788/931, 10-22=-1259/2745, 11-22=-648/400, 12-22=-550/317, 12-21=-316/803, 13-21=-603/286, 14-19=-123/462 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 422 lb uplift at joint 2, 616 lb uplift at joint 26, 179 lb uplift at joint 25, 891 lb uplift at joint 24 and 550 lb uplift at joint 16. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Y Design valid for use only wilh MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional Temporary and permanent gracing MiTek' building design. prevent is always required for stability and to prevent collapse with possible personal injury and property darnage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailaUefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type oty. Ply T11364874 1111695 - C17 Roof Special Girder 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736, Name 1.b4u S Apr LZ ZV76 MI I eK Inausrrles, Inc. vveu Jun a4 1J:ovvi Za i rage Z ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-B7iKuQiNe?_i9gUB73AA?y4HsUw9zgrT1O?Kr4z6Khm NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 122 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0-12, 67 lb down and 118 lb up at 19-0-12, 67 lb down and 118 lb up at 21-0-12, 67 lb down and 118 lb up at 23-0-12, 87 lb down and 122 lb up at 31-8-0, 87 lb down and 122 lb up at 33-7-4, and 87 lb down and 122 lb up at 35-7-4, and 173 lb down and 213 lb up at 37-8-0 on top chord, and 307lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12, 266 lb down and 144 lb up at 10-4-0, 50 lb down at 19-0-12, 50 lb down at 21-0-12, 50 lb down at 23-0-12, 307lb down and 137 lb up at 31-8-0, 65 lb down at 33-7-4, and 65 lb down at 35-7-4, and 307lb down and 137 lb up at 37-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5= 54, 5-6=-54, 6-11=-54, 11-12=-54, 12-14=-54, 14-17=-54, 32-35= 20 Concentrated Loads (lb) Vert: 4=-87(B) 9=-67(B) 12=-87(B) 14=-126(B) 30=-307(B) 29=-266(B) 25= 33(B) 8=-67(B) 21=-307(B) 19=-307(B) 38=-87(B) 39=-67(B) 40=-87(B) 41=-87(B) 42=-41 (B) 43=33(B)44=-33(B)45=-41(B)46= 41(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1CV0312015 BEFORE USE. Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and is for an individual building component. not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364875 1111695 CJi Jack -Open 10 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:34 2017 Page 1 ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-mOHI8L6Cj7HkhtcM3d9uVIGTDhgmxxz14fkkAAz6L?t 1-0-0 1-0-0 1-0-0 1-0-o 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-9(LC 10), 2=-74(LC 6) Max Grav3=10(LC 1), 2=1 13(LC 1), 4=12(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0 v6 Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, no, a truss system. Before use. The building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekbuildingdesign. prevent is always required for stability and to prevent collapse with possible personal injury and property darnage. for general guidance regarding the 6904 Parke East Blvd. fabrk:allon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply T71364876 1111695 CJ1A Jack -Open 2 1 Job Reference (optional) Builder's First Source, Gioveland, FL. 34736 2x4 = 1-0-0 1-0-0 1-0-0 ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-mOH18L6Cj7HkhtcM3dguVIGUKhgpxxzl4fkkAAz6L?t 0 v6 Scale = 1:6.6 Plate Offsets (X Y)-- f1:0-1-14 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 3 lb FT = 0!0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=38/0-8-0, 2=19/Mechanical, 3=16/Mechanical Max Horz 1=22(LC 10) Max Upliftl=-12(LC 10), 2=-15(LC 10), 3=-8(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldirxl design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slability and to prevent collapse xvlih possible personal injury and property damage. For general guidance regarding the fabfic:ation, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364877 1111695 CJ3 Jack -Open 10 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 Mi I ek Industries, Inc. wed Jun 14 15:35:35 Z01 / rage 1 ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-EargLh6gURPbIOBZdKg7IWpez5AKgOCBJJTHicz6L?s 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size)3=59/Mechanical, 2=184/0-8-0, 4=29/Mechanical Max Horz 2=86(LC 10) Max Up1ift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:10.9 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. i Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing i M iTek' building design. Bracing Indicated prevent of is always required for stability and to prevent collapse with possible personal tnfury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and taus systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefrornTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T17364678 1111695 CJ3A Jack -Open 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:35 2017 Page 1 ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-EargLh6gURPbIOBZdKg7lWpeR59ygOCBJJTHiez6L?s 5 2x4 1.5x8 STP= 1-6-0 2-0-5 3-0-0 2-0-5 0-11-11 snnli9 3-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=103/0-8-0, 3=71/Mechanical, 4=32/Mechanical Max Horz 5=39(LC 7) Max Uplift5=-45(LC 6), 3=-48(LC 6) Max Grav5=103(LC 1), 3=71(LC 1), 4=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:10.9 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0 Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllekb connectors. this design Is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of indivdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly darna_ye. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply T71364879 1111695 13J5 Jack -Open 10 TJb Reference (optional) Builders First SDurce, Cyroveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:35:36 2011 Fage 1 I D. DT3e7bbeLkPtRgLK3aGvoCz8QE8-imP2Z 17S FkXSwAIIA2BMajLn W V UIPrSKYzDgE3z6L?r 1-0-0- 0 5-0-0 1-0 5-0-0 1 2x4 — Scale = 1:15.1 5-0-0 5-0-0 Plate Offsets (X Y)-- f2:0-1-14 0-0-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WE, 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=45/Mechanical Max Horz 2=131(LC 10) Max Uplift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=125. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MIT06 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord memL*,ors only. Additional Temporary and permanent bracing MiTek is always required for stability and To prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrk:ation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oily Ply T11364880 1111695 CJ5A Jack -Open 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MI I ek Industries, Inc. wed Jun 14 1 b:3s:36 201 t rage 1 I D: DT3e7bbeLkPtRgLK3aGvoCz8QE8-imP2Z17S FkXSwAIIA2BMaj Llq VTQPrSKYzDq E3z6L?r 4-0-5 0-11-11 5.00 12 1.5x8 STP— 3x4 11 Scale: 3/4'=1' 2-6-0 2-6-0 5-0-0 2-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 4-5 817 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a n/a BCDL 10.0 CodeFBC2014lfP12007 Matrix-M) Weight: 17lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=177/0-8-0, 3=123/Mechanical, 4=54/Mechanical Max Horz 5=63(LC 7) Max Up1ift5=-86(LC 6), 3=-87(LC 6) Max Grav5=177(LC 1), 3=123(LC 1), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 10103MI S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property drrnage. For general guidance regarding the fabrication, storage, delivery., erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tarnpa, FL 33610 Job Truss Truss Type Qty= Job 1111695 EJ6 Jack-Open3 qtiona Builder's First source, Groveland, FL. 34736 1-0-0 3x4 = 1.640 s Apr 19 2u16 Mi I ak Intlusines, Inc. wed Jun 14 1030:36 201 f rage I I D: DT3e7bbeLkPIRgLK3aGvoCz8Q E8-im P2Z 17S FkXSwAIIA2BMaj LloVTR PrSKYzDq E3z6L? r Scale = 1:17.1 6-0-0 6-0-0 Plate Offsets (X Y)-- 12:0-1-14 0-0-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.08 4-7 >844 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 20 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=121/Mechanical, 2=320/0-8-0, 4=53/Mechanical Max Horz 2=154(LC 10) Max Up1ift3=-119(LC 10), 2= 144(LC 10) Max Grav3=121(LC 1), 2=320(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=119, 2=144. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component- not - a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord Members only. Additional temporary and permanent bracing MiTek' Is always reciulred for stability and to prevent collapse wffh possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364882 1111695 EJ7 Jack -Open 23 1 Job Reference (optional) Builder's First Source, Ceroveland, FL. 34736 r.ovv s Apr r a zv io Mi ek inausui—, in, W.d juu iv 15.35.37 20.7 ye I D: DT3e7bbeLkPtRgLK3aGvoCz8QEB-AzzQn1M8402fJYKKXklib6xLIUTun57l iTmdyOnVz6L?q 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = Plate Offsets (X Y)-- j2 0-0-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.16 4-7 537 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a rl/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=141/Mechanical, 2=366/0-8-0, 4=6 1 /Mechanical Max Horz2=170(LC 10) Max Uplift3=-123(LC 10), 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.6 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 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=5.opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=o.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=123, 2=164. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not V a truss system. Before use, the building designer must verify the applicability of design pararneters and properly incorporate this design Info the overall e, AAwildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek, Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, deltvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabfe from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T11364883 1111695 HJ7 Diagonal Hip Girder 6 1 Job Reference (optional) Builder's First Source,.; Sroveland, FL. 34736 7,640 s Apr 19 2016 Mil ek Industries, Inc. Wed Jun 14 15:35:38 2011 Fage 1 I D: DT3e7bbeLkPtRq LK3aGvoCz8QE8-e9Xo_i9inMnA9 Uv 71TDgf8R4E16DshRd?H ixJxz6L?p 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 Scale = 1:21.8 2x4 — LX4 II 5-2-9 9-10-1 5-2-9 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 I Code FBC2014/TPI2007 Matrix-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=115/Mechanical, 2=481/0-10-15, 5=295/Mechanical Max Horz 2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-779/300, 11-12=-752/303, 3-12=-720/309 BOT CHORD 2-15_ 399/721, 15-16=-399/721, 7-16=-399/721, 7-17=-399/721, 6-17=-399/721 WEBS 3-7=0/253, 3-6=-768/425 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=267 5=116. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 14 lb up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 lb down and 103 Ib up at 7-0-14, and 44lb down and 103 lb up at 7-0-14 on top chord, and 8 lb down and 1 lb up at 1-4-15, 8lb down and 1 lb up at 1-4-15, 9 lb down and 0 lb up at 4-2-15, 9 lb down and 0 lb up at 4-2-15, and 24 lb down at 7-0-14, and 24 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 (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F=-6, B=-6) 17=-34(F=-17, B=-17) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. The building designer musi verify the applicability of design parameters and properly incorporate this design into fhe overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent txacing MiTek' prevent is always required for stability and to Ixeveni collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tama, FL 33610 Symbols Numbering System General Safety (Votes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, yaoffsetsareindicated. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. cr=z — c2-3 2. Truss bracing must be designed by an engineer. For WEBS , 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I CZbracing should be considered. O O b = 3. Never exceed the design loading shown and never s° U stack materials on inadequately braced trusses a O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate plates 0-'/i6' from outside c-s c6-7 c5b BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output, Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber valuesgy 14. Bottom chords require lateral bracing th 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown is for crushing only, HEenvironmental, 18. Use of green or treated lumber may pose unacceptable health or performance risks. Consult with project engineer before use. Industry Standards: NilAl,1SI/TPI1 : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone snot sufficient. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, M!TeKANSUTPI20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 44' B" w'I'w I l CJ1 CJt CJ3 o 7, i CJ5 CJ5 C1 0 tV C2 0 i C3 0 V C4 0 V CS 0 N cs s C7 0 N C9 v o N C107 0 77 V 0 511 C12 0 V 0 V C14 0 V C15 0 N c I I 0 C16 ra CJ7 q co Igo C - I ii f CJ1 w 'ww U V U w 'w w 'w U U 0 U U 111i 'w I'w V V lirU 20' 0" 7' 4" 17' 4" 44' 8" i 1i Builders L-A FirstSource 1. Client to review overall placement plan including dimensions, roof and ceiling conditions, top chord size, overhang / cantilever lengths,heel heights, bearing.& non -bearing wall locations and heights. 2. Client to review entry and / or otherconditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. lie 3. Cnt to review AHU conditions such as, hung from ceiling, recessed into ceiling or attic mounted. It is the client's responsibility to inform truss plant of locations, size, and weights. 4. Client to review special conditions; such as beam loads, dropped soffit loads and skylite locations to ensure proper truss design / placement. S. Ceiling drops and valleys not shown are to be field framed by client. 6. Hip and comer jacks not cut are tobecut in the field by others. 7. Overhangs are 2x4 or 2x6, no blocking is applied. 8. Overhangs are considered wild, cut to fit in field. 9. Temporary or permanent bracing is not included in truss package. 10. Erect trusses per BCSI-B1 Summary Sheet. Prior to erecting trusses refer to sealed truss enginering sheets for additional important info. 11. It istheclient's responsibility to cooridinate delivery dates with truss- pan t/salas. Truss delivery will be on the agreed upon date.. 12..Client to provide a marked location for delivery. Location must be accessible, level and clear of materials and debris. In lieu of this, trusses will be delivered in the best available location at our driver's discretion. No charges will be accepted if above criteria is not met. 13. All truss repairs must be coordinated with truss plant. Do Not Cut Any Trusses before contacting truss plant with specifics of problem. 14. No back charges or crane charges of any kind will be accepted unless specifically approved in writing by truss plant management. 15. Note: One approved layout must be returned to truss plant before fabrication / scheduling. 16. — Upon signing you agree that you have reviewed this placement plan in its entinty. Approved By: Approval Date: Requested Delivery Date: RooF Loading: 20. 00 TOLL, 7.0 TCDL, 0.0 BCLL, 10.00 BCDL, DOL 1.25 Floor Loading: 40. 00 TOLL, 10.00 TCDL, 0.0 BCLL, 5.0 BCDL, DOL 1.00 T.C. Pitch 5112 Wind Code MWFRS / ASCE 7-10 B.C. Pitch Flat Design Method FBC-2014 / TPI-2007 T.C. Size Varies Wind Speed 140 mph / Exp. C Heel Hgt Varies Mean Hgt 15' Min. Bearing Varies Building Cat. II Cantilever : N / A Importance Factor 1.00 Overhang V 4" Enclosure Partially Enclosed O.H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing 24" O. C. Enclosure Entry Partially Enclosed HUS26 = Typ. Single Ply Roof Truss HHUS46 = Typ. Floor Truss HGUS28-3 HHUS48 J HAC422 SUR46 Hangers are Manufactured by Simpson Strong Tie unless noted otherwise See Legend in Layout Truss Layout Client: Starlight Project: Wyndham Preserve Model: 1551 Halley S ( LH) Lot I Subdivision / Street Address: Lot 191/ Wyndham Preserve Location: Sanford, FI. Date 0611412017 Scale NTS Plan Date: 0611412017 Drawn By Patrick Church Sheet# 1 of 1 Job # 1111695 4/28/2017 RECORD COPY Florida Building Code Online BCIS Home 3 Log In i User Registration. Hot Topics Submit Surcharge i Slats & Facts i Publications j FBC Staff BCIS Site Map ; Links ' Search O01; Pro USER Product Approval Menu > pdu oet or AQ.zgratlon Search > Annlicatiop tilt > Application Detail Prod Approval Public User FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623( 813) GFO) 621-4641 Ext 128cparrino@castcrete,com Authorized Signature Craig Parrino cparrino@castcrete.com 2 g 17 _ 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 Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI 318 2011 ACI530 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.floridabuilding.org[prlpr_app dtl.aspx?param=wGEVXQwtDquegl%a2bT71%2fF192gnRzHNulcl5pgLXkU6g%3d 1/2 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 summat r of Produdts FL # ' Model; Number or Name Descrtptarn -"-" ----"- -- 158.1 1 High Strength Concrete Lintels 14, 6, 8, and 12 inch wide lintels Limits of Use i Certification Agency CertificateApprovedforuseinHVHZ: Yes Approved for use outside HVHZ: Yes I FL158 R8 C CAC NOA 14-0903 03 Ddf Impact Resistant: N/A FL158 R8 C CAC NOA 16-0126 03 Ddf Design Pressure: N/A Quality Assurance Contract Expiration Date 105/21/2017 Other: Superimposed loads shall not exceed allowable safe load Installation Instructions F1_158 R8 II NOA 14-0903 03 odf I FL158 R8 II NOA 16-0126 03 Ddf 1 Verified By: Miami -Dade BCCO - CER 1 Created by Independent Third Party: j Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Slone Rpad Tallahassee FL 32399 Phone: 850-487-1924 The State of Florida is an AA/EEO employer. Cogyright 2007-2013 State of Florida :: Pdvacv Statement :: Accessibillty Statement :: Refund Statemen 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 electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section455.275(I), Florida Statutes, effective October 1, 2.012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they haveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply apersonaladdress, please provide the Department with an email address which can be made available. to the public To determine If you are a licensee under Chapter455, F.S., please click here . Product Approval Accepts: Credit Card Safe St.(.tll11 METRICS;' https://www.floridabuildiiig.orglprlpr_app dtl.aspx?param=wGEVXQwtDquegl%2bT71%R2fF192gnRzHNulc45PgLXkU6g%3d 212 M I AM I•DADE MIAMI-DADS COUNTY o _ PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONONTIC RESOURCES (RE, R) 1 [805 SW 26 Street, Room 208 BOARD AND CODE ADiti1INISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE Or ACCEPTANCE (NOA) www.miamidade,gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to 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. DESCIZIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1. of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the, Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number- and the expiration date by the Mianii-Dade County Product Control Section. MISSILE, IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed. by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MIAMI-DADE COUNTYNOA No. 14-0903.03 y`Expiration. Date: 09/11/2018 6J:A:Y 00. ' S Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-0605.04 A. DRAWINGS 1. Drawing Aro. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drmvi rg Alo. L7'4612, titled Cast -Crete 4 ", 6" & 12" Lintel Sgfe Load Tables", sheets I Ilrrough 3 of 3, prepared by Craig Parrino, P.E., dated Alarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lnrtels Filled and Unfilled rl/odels, total of (13) concrete lintelspecimens, per AS'TW E-529-94, prepared bj,. Ipplied Research Laboratories, Report Mo. 30404A, dated 04110103, signed and scaled by Christopher A. Flamon, P. E. C. CALCULATIONS 1, Cole ulations.for Cast -Crete Lintels, doled 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed byi 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. Quality System Alanual for Cast -Crete Alachine Alade Precast Lintels revised on Ality 1, 2002. 2. Cast -Crete Quality System Alanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Draiving Aro. L7'4612, titled Cast - Crete 4", 6" & 12" LintelSafe Load Tables'; streets I through 3 of 3, prepared by Craig Parrino, P.E., dated Harch 24 2003, last revision dated rblcn-ch 11, 2008. B. TESTS 1. 1Vone, C. CALCULATIONS 1, drone. D. QUALITY ASSURANCE 1. By Aliami-Dade County Building Code Compliance Df ce. E. MATERIAL CERTII+ICATIONS 1. 1lrone. Heltiry A. Malcar, P.E., i1.1.S. Product Control unit Supervisor NOA No. 14-0903.03 Expiratiou Date: 09/11/2018 Appiwal Date; 10/09/2014 E - I Cnst-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 1 of' 1, prepared by Craig Parrino, P.B., elated kfarch 24, 2003 and Drawing No. LT=1612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables ", sheets 1 through 3 of'3, prepared by Craig Parrino, P.E., dater! March 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P.F,., on rllarch 22, 2012, B. TESTS 1. Norle. C. CALCULATIONS 1. Norte. D. QUALITY ASSURANCE 1. By Miami -Dade CourtlyDeparinrenl of Permitting, Finlirorrruent, and Regrrlatoryil fairs: E. MATERIAL CERTIFICATIONS 1. Ivone. F. OTHER 1. Letter from Cast -Crete Corporation, elated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-032I.07 A. DRAWINGS 1. Alone. B. TESTS 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By Aliand-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. 1 s"y A. Allakar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/1 t/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc NOTICE OF ACCEPTANCE: EVIDENCE SUBNJITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS Draining 1Vo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 Caf 1, prepared by Craig Pa,,j,irro, P. E., dated Allarch 24, 2003 alld DroIving Alo. LT9612, tilled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by ,Craig Parrino, P. E., dated March 24 2003, last revision dated .tune 12, 2014, all signed and sealed by Craig .PClrrirro, P.E, on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations. for Cast -Crete Lintels, dated 0811912011, pages 14.201 through 14,236, prepared by Craig Pen-rirro, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Count)) DepalYnreru of Regulatol y and Economic Resources (RF,R). E. MATERIAL CERTIFICATIONS I. !None. F. OTHER 1. Letter fr•ow Cast -Crete US,4, 117c., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifjiing compliance with the Florida Building Code, 2014Edition. Hel attar, l'.1;., M.S. Product Control Uuit Supervisor NOA No. 14-0903,03 Expiration Date: 09/11/2018 E 3 Approval Date, 10/09/2014 A&® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 12• PRFCAST tt_LINIEL 32• PPECAST x/ 2• RECESS ODOR L LI.TEL A=PREM U-IINTFL • <OCID l N! iEl 3 5/8- s s e• 4 8 a sntxuP: Knr w. avAvs n Y SCMt4VLL0 ^ '• 1[4MYO nrE '.• snaaun rzaR•r < < s RR"vs 4" SOLID LINTEL IlIIFHC[(( DATA TABLE VNCEN RDN LINO LENGTH 2 3 RERAR 8'- 8'- 2 3 REYAR e'-6' l'-6' 2 -5 R10-6' 1 H0 IO-5' A" PRECAST U—LINTEL DATA TABLE Km MOW— twmiuzmrgmlm i1Q 1®r iaat7 ilTTIr C rm mamell; mumpEF7®[F Jm fxlSi^' 12" PRECAST U—LINTEL DATA TABLE I•a tar g y° AA RRMEVADO r r Afters 0_ nmrr ar aa ms i p r®3IF11lf 1 1rErrn E1C'in l2" PRECAST W/ 2' RECESS DOOR U—LINTEL DATA TABLE RuIts®©m as r r v r9L[O N i YC•TfiQ roaAr r rc i t33qq,.Ev rra', F., NEW7CSRIFRF%mr$vcTav 7L Incas? vrsraErr/F7:ualatFx r Rscc=nRas2rsTaRcvsa2FRtr rta:utrflei G/E [1ma nr0. E7Gfi EFi 11i1 m lF73®0lSaO onJ Ly:ae.•R•a F1OS m RICTw4T 1AFUXwwTION Is PRO"DE0 FUR PROPUCI MPRDVA rt 15 t13OIECf4O n COPYRIGHT UWS MO CANNOT 6E REPROWCCO OR OISTRIOUICO WFiNOtrt THE PRIOR WAITTER CONSENT CAST-CRCTE uu, ME, t. 1EYIFLRE140 MECU T/33 Yl ASFY A51Ot /s, i+, ANO A -- 5 AU— SAniO1Ht 6 YA 12 RICH "'.. 2000 P51 OWE 60 /.!N A115 S NOEC THE TOLV. W..ER OF S11R.UPS REWI.EO AYE — STAR71NO a. EO.CRCTE SALl:O1Ns1 V. 6000 'El FOR ALL .INCN MO 12 RLCY FAO. CAC" [N0 OF 11 ACNFORCINO EAOE: FOR ODU" s - N0. OF PRECAST ME —' I•. . SOOO PW MR . I.- —F. SN E. . A, T.. TRI RMNIORGNO CAGE IAYAN:ANDN NOOSE SHDA6 O. On..MEL .IWA .[ CUF RACK ONE INCN 10 YE —R — [Nos 2 S nun mu UCH ENO ON. ANO IR YICR UMCES wu Mop.0 FRO. — G CEty • % 0.4 fl•• S T OF p; CRAIGPARRIN0 6324 CR 579 70,VA i'G,, Ff_CP.E. L C. NF'NllFL034475 paonucr h(w St [ 1 as a matri"E a t,. r[aasG md;s n;r,Ni t/ r,3.n3 naiuNU [ 911.r- 11 DATE I MEMBER OF 1fi1L PRECAST AND PRESTRESSED LINTEL DETAILS VS HAY[t GBSUR/-1+ DRANN Rr: JONAR ARNAUR SCALE: AS SHPA11 CI{(Cl([O BC: CRAip PARLYO. P.E. D.YA'R7HC fGle12 SHCR: 1 OF t GENERAL NOTES 1) Alaler(da: 1'c 4' prem t &code- 3000 psi1'e 6' & 12 pprr A lintel - WW p1'c grout _ 30CD psi with maximum 3s/}8 inch aggregateeontratemasonryuni (CUU) ppaa ASIM C90 with minimum net a m compressive strcngl x . t9W poi rebar per ASTM A615 [rode 60 manor per ASTM C210 typo M or S 2) All safe load tables based on Minimum 4 inch nominal bnaq. 17-5en; Se(e lead, for Intel tvpp 6U8, 12118 and 12RU6 must be reduced by 0R itbearing length is less V.. 6 1/2 inct- 3) P,Wd, fall mortar bed and head joinlo. 4) R.e number in parenthesis indcatas the percent reduction for grade 40. Field added abar. Emmal,' e% lizl edut ron24 142E 1(e.6Sbj =1228d pit 147Bpg 5) All lintels coral or. .teed V360 delleclion. U-1to Lintel types 6F8 & 12FB 17'-4' & longer meets or exceed L/180 ds8ation, Uso k limited to condilio. meeting9 the Florida Balding Code Sedion 1604.3.1 as oppliaoble. 6) Stara filed Nrleb m required. 7) 4' aaiid lintel, to be Walled w/ 4' dimension horizontal and 8' dinn—ion vertical. 8) Imlapation/olloehment of lintel must campy with the orchiteelurol and/or structural do-rue,4s. 9) The designer may —).to toncenhated foods from the sale bad labks by coku!aling the maximum resisting moment and :bear of d-owoy from the face of support. 10) N.R. - Not Rated 11) Bottom 8e:d added rebor to be located at the bottom of the lintel; cavity. TYPF D SI NATION r r - Palm wnx snap / u - uauta r10Z6W Nnttouaaam 12F16-2B/2T area Iaaj I Lauwnm of is lKaaVA xann RcaR a for N sew ez tce 18 a:wRm rah IT laaae U xauraa ran e• IAVipt m 5 Incur s ar>we ,a W Iul mouda07 foe Ia!Runs 0) mwnm con r :rasa 11 5 - ACTUAL wrlwu sxa a:c n urtanerd 12' NOMINAL VNOTN 12) 6' R 12' Ua& are me-ract—cl with 5-1/2' long notch. at 1ho ends to ocwmodate -Ile.l c.1 reWe,cug and 9—Ung. 13) The ederiar sad.. nl InW, nMalkd in exterior ccro,,1O moaauy Wald sndl h— a cooling of stucco applied in accordance with ASTM C-926 or other opprared tooting. 14) Untds loaded simu8aneoushy with va6ed fgnrvity or uplift) and hari:onlul (Iateru0 bads should be <huked far the combineA be mg with the Wing equal — Applied vertical two Applied horizontal load $ Soh .,tk.l load + Safe h'Acontol load I.0 15) For composite fmlel heights at shown, um sale bad from next k— height showy. 16) Far lintel krgLh. not shown, 'use sots load from nett longed length shawn. 17) Sole loads am superfmposed dllowdde loads. 18) Sofa loads based on ralioml design analysis per AI] 5M and ACI 318. 19) Addlianol latemi food capgdty <an be obtained Eyy the dasigner by proJdq additional reinforced -canasta masonry ands (RCMU) above the BnteL See sketch below: rM=1500psi 1/2' CUR D., 4S8 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU (RCMU) FULL COURSE 15 REBAR FOR 6' LINTELS 15 REBAR. FOR 12 LINTELS or GR60 SAFE LOADS FOR 4" SOLID LINTELS IC -C4aro GRAVITY LENGTH TYPE 4S8 3'-6- (42' PRECAST 118D 4'-0" (46-) PRECAST 959 4'-B- (54") PRECAST 789 5'-10" (70') PRECAST 460 V-6" (78') PRECAST 360 V-6- (90") PRECAST 260 9'-4' (112' PRECAST 156 10'-6'(126' PRECAST 115 12U B Ci sT•c-cm UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'-6' (42") PRECAST 687 371 4'-0- (48-) PRECAST 597 320 4'-6- (54' PRECAST 529 258 5'-10"(7C) PRECAST 407 148 6'-6- (78') PRECAST 366 118 7'-6' (90' PRECAST 280 87 9'-4- (112-) PRECAST 187 55 PRECAST 152 43 12F8 12F12 12F16 84 751 121`24 12F20 a1LorJOcrrtRlnsl:n m cvrnply ng eilh 1ht FliSfilGUWIUInttlin!< Acwphnca P Imliun Ucto 3 MG(15ide`l Tn4 - R 4 28 0 _ IJQ MEMBER OF \ nl'F CAST—CRETE RA I"" 4", 6" & 12" LINTEL SAFE LOAD TABLESC0 FILE IMME: USSUBS-14 OFA1111 BT: JONAN ARNALO SCALE: 11.1.1 WE, 3/24/03 [NECKED 8r: CRAIG PA4RIN0, P.C. - REC. N0. 44756 1 DRAWING; NO. U/612 5NEC1 I Of 3 SAFE GRAVITY LOADS FOR 6" PRECAST U•LINTELS SAFE LATERAL LOADS FOR 6" PRECAST B•LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U•LINTELS IC- 4Aens SAFE LOAD POUNDS PER LINEAR FOOT 4 f— SAFEPILF AD I 4pp SAFE LOAD POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 BFB-18 6F12-tB 6F76-18 6F20-18 6F24-18 6F28-ID SF32-1B LENGTH TYPE 6U8 6F8 RCMU LENGTH TYPE 6F8-11 6F12-1T 6F16-1T 6F20-17 6F24-1t 6F28-ir 6F32-IT 3'-6" (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 3'-6' (42' PRECAST 587 1055 596 S-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0` (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-0' (48") PRECAST 487 787 445 4'-0" (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 40554'-6- (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 4'-6" (54") PRECAST 416 609 344 4'-6" (54") PRECAST 1083 1592 2084 2577 3069 3562 5'-10'(70-) PRECAST 1067 1260 2198 3557 5734 7227 1 8297J 8225 5'-10'(70-) PRECAST 300 350 198 5'-10'(70' PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (78') PRECAST 949 1078 1831 2850 4328 6737 8297 9357 6'-6' (78") PRECAST 263 496 157 6'-6' (78') PRECAST 723r40 ft)l14370) 1777 2117 2457 2797 7'-6" (90 PRECAST 779 883 1459 2188 3151 4524 6654 9357 7'-6- (90-) PRECAST 222 367 116 7'-G- (90') PRECAST 648 124914 15441,1 18401a1 21351r 2431 9'-4- (112') PRECAST 5B4 660 IG56 1523 2084 2795 3731 5017 9'-4- (1127 PRECAST 173 352 74 9'-4" (112" PRECAST 575 980D 1252 1492 1732 1972 16-6"(126") PRECAST 503 566 895 1270 1706 2235 2898 3747 10'-6-(126') PRECAST 151 276 58 10'-6-(126-) PRECAST 514 7871 11211,, 1336 1551( 1766 C. 164511'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 11'-4'(136") PRECAST 139 311 49 11'-4"(136 PRECAST 474685 985 12131L) 1442 12'-O'(144-) PRECAST 425 477 744 1042 1377 1769 2238 2808 12'-0-(144-) PRECAST 131 277 44 12'-O'(144") PRECAST 454 619 888 1093 n 1299 1506v IS- 4'(160') PRECAST 373 417 646 895 1170 1485 1852 2285 131-4'(160-) PRECAST 117 223 35 IS-4"(180-) PRECAST 402 t,, 308 u 516 736 906 1076 u 1247 14'-0'(168') PRECAST 351 392 605 835 1087 1373 1763 2087 14'-0"(168-) PRECAST 111 202 32 14'-0"(I68") PRECAST 368t 2851 475 677 832 989 1145 Q 17'-4"(208") PRECAST N.R. 299 455 620 794 985 1198 1437 17'-4'(208") PRESTRESSED N.R. 1 130 1 21 17'-4'(2D8') PRECAST 253 208 Ij 33B 476 585 693 j BO3 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR SEE GENERAL NOTE 18 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RERAR. SEE GENERAL NOTE NO. 4 GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 a4 alnaaa° 1 , pq. SG • ENS SEE GENERAL NOTES SHEET 1 OF 3 44E suer aevrs,D EWIJinPrYanli N•iN iLc Prari la T F A S Cak;= Pirerian G O( • •: CRAIGPARRINO Qr' Z` R 1 G 6324 CR 679 AliuAuu 'Sici c 5j01 AjLE?+4' SEFFNER,FL 33584 luu+4l FL.PE.U"0.44756 O REVISION D T M MBER OF R7lE: CAST-CRETE 4, 6" & 12" LINTEL SAFE LOAD TABLES vJOX JHJEMT! G V- N C 4 B O 3JL CP CE HERAL REV6DN DYN BY pR1U0 SCAL: N.I.S. L74612 SFAR: CRICKED6T: CWPAGX, P.C. - REG. N0. /4756 ORAYXO:ND. HCET 2 OF 3 SAFE GRAVITY LOADS FOR 12" PRECAST U•LINTELS 4-ft" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH — APE t2U8 12E6-28 12F12-2B 12F16-28 12F20-28 12T24^28 12F28-28 12F.Y1-46 Y-6" (42-) PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48') PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(70") PRECAST 1612 2320 3218 5234 8487 11060 12755 1443)„ 6'-6' (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 144N. 7'-6" (90") PRECAST 1138 1628 2131 3218 4676 5756 9763 1352q 9'-4" (112' PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 10'-6"(126') PRECAST 614 1043 1295 1853 2516 3323 4334 5632E 11'-4-(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0"(144") PRECAST 456 878 1073 1513 2020 2617 3333 4206E 13'-4"(160') PRECAST 359 767 I 926 1294 1709 2188 2743 34091, 14'-0-(168') PRECAST 321 7200 855 1204 1584 2017 1 2451 31061 17'-4" (208") PRECAST N.R. 4511, 631 1 851 D 1141E„ 14280 17501„ 2102, 19'-4' (232") PRECAST N.R. 3431, 477 7001„ 925 EN 1152 QSO,4 1609E„ I) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RERAR. SEE CENERA. NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w1 2" RP['P3;C nano 11_1 IUTC1 c c-41-4 M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 12RF6-28 12RF10- 12RF14- 12RT18- 12RF22- 12RF26- 12RF30- 4'-4" (52') PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8" (68") PRECAST 1347 1841 3555 6395 9640 11669 13679 15679 5'-10"(70") PRECAST 1259 1758 1 3361 5954 9358 11669 13679 1567 V-8" (80") PRECAST 924 1430 2633 4415 6884 10351, 12574, 1480%, 7'-6" (90") PRECAST 703 1203 2157 3494 5259 79224„ 46231„ 1132U 9'-8' (116") PRECAST 389 843 1451 D1 2157 3203DJ.44270 5C7,4 53801, LIl ,nc n „_ n PrvItN 1— N PlWLll4I RLUUCIIDN5 )OR GPA1E /0 FREED ADDEO RESAR. SEE GENERAL NOTE NO. 4 SAFE LATERAL LOADS FOR 12" PRECAST U•L(NTELS 4--4- SAFE LOAD PLF LENGTH TYPE 12U8 12FS RCMU S-6- (421 PRECAST 1295 4641 393 U 4'-0- (48') PRECAST 1295 4841 2994„ 4'-6" (W) PRECAST 1049 3922 2417,G 5'-10-(70') PRECAST 681 2547 1552,, 6'-6" (78") PRECAST 579 2167 123%n 7'-6" (90 PRECAST 474 1771 914E,D 9'-4" (112") PRECAST 355 1326 58011 10'-6"(126') PRECAST 306 1143 454" 11'-4"(136") PRECAST 278 1041 3880D 12'-0'(144") PRECAST 250 971 345, 13'-4"(160") PRECAST 229 857 2780n 14'-0"(168") PRECAST 216 809 25101) 17'-4" (208") PRESTRESSED N.R. 6330 16: 0 197 4" (232') PRESTRESSED N, R. 534 1300 SEE GENERAL NOTE 18 SAFE LATERAL LOADS FOR 42" PQFC SAFEL T R ALLO IDS F SAFE LOAD PLF LENGTH ___TYPE RCMU 4'-4" ( 52") PRECAST 1295 1.3692 12581,, 4'-6-. ( 54-) PRECAST 1213 3458 2417, 5'-8" ( 68') PRECAST 784 2236 155CD4 5'-10"( 70") PRECAST 747 2129 1552, 6'4' ( 801 PRECAST 602 1716 11700n T-6" ( 90") PRECAST 504 1438 914aD 9'-B" ( 116") PRECAST 355 10114 45 9" SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS If) IIIL NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBNt SEE GENERAL HOW NO, 4 SAFE UPLIFT LOADS FOR 12" PRECAST w1 2" RFCPCR nnnw I I -I wre: c ICA-1- 4— SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12R 6-2I 12RF10-2i F22-2 12RC26-2112RF30-2 4'-4' ( 52' PRECAST 1626 2685 867 6928 7989 4'-6' ( 54-) PRECAST 1558 2582 T65 8 6436664 7684 5'-8' ( 681 PRECAST 1210 2042 66 5273 6081 5'-IO"( 70') PRECAST 1173 1984 , 34338 5123 5908 6'-8' ( 80") PRECAST 1020 1538 2426 3114 3802 4489 5177 P-6" ( 90') PRECAST 904E 1226, 2163, 2776 3390 4003 4617 D 9;;8' ( 116') PRECAST 703 E, 771 1O 14720D 2181 2663E 3145 3628 MUMBERS IN PARENDHESIS ARE PERCENT REDUCTIONS FOR E NS• • 40 FIELD ADDED REBAR. SEE GENERAL NOTE N0. 4 447 P' Rpp(1E.T lAF.Vl3ttp R' F Ar'Idp1p„g w:Ol (h Piuri,l;, i y Cod„ T E F) 1.': Aw ptn,R:no/ -c.9ca 3 CRAAiG PAHRINO SS CMG •` $EfPTVEiq F aumn" 1 ty SEE GENERAL NOTES — SHEET 1 OF 3 '•.10NALE .o' • L 33584 444A4 44 44 FL.P.E.LIC;, AQ),414M GENERA REVISION DATE 11 DB MEMBER ° F oA°"` rtrtFILE DAAWH BY: JORIN AAAAUD SCALE: 4", 6" & 12" LINTEL SAFE LOAD TABLES NAPE CHANCE x., F NAPE: BBSUBJ- 14 G`,. o°, • u,.. ,moo. " r: R.T. S. CHEC6EO IT: CRAM FARRINO, R.E. - AEG. NO. 44756 THAWING: NO. LT4612 SHEET 3 OF 3 M CAW®ADE MIANII-DADE COUNTY a PRODUCT CONTROL SECTION DEPARTNIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Streer, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to 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 High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL, of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, them 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 9 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H1 lmy A. Makar, P.E., M.S. NOA No. I6-0126.03 M(aMi flaDe coutvrr // Z Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Zo/ 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details ", prepared by Craig Parrino, P.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 0 610 719 7, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -,stressed Concrete L inteLs Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A_ Hamon, P.E. C. , CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, 45 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 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-NI19614 dated 02129196 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 1158-A66332 dated 01128196 for 44 rebar by Birmingham Steel Cotp. 7. Mill Certified Inspection Report 484-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-.M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. ny A. Makar, PE., M.S. Produc , ontrol Section Supervisor NOA_No. 16-0126.03 Cxpiration 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 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 I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report1& 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculationsfor 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. y A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL, #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.L. 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. V,w /&, d.,-- H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig.Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 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, 20.14, 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 fr-orn Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition, Ile - Ile A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0I26.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None- B. TESTS 1. None. C. 'CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. alt Hql5ff A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 hYc 9' rn,9A•f au Arasf u.Wms--•4• smevs uL Plxa ux¢u TrrE •A• s9uun HIGH STRENGTH PRECAST AND GT PRESTRESSED CONCRETE LINTELS - - V.' Yk :SJcSti' t k r-d'br M1' PRODUCT RENEWED slm,l w complyi°g with the Florida - JA 8u0ding CDdc n Attplu ne W° t•F. A1 i•TTfW Ei 4' n. 1Arm,fc4LADcuPRECAST LINTEL -RFJh FORCIµ[ CACE FAHRI{AjJON AIODFL ' fiN Rcuu Yxic OI 7 TYr •ATMf Off1TIC Ar rwtuii B3 ..1 n -i \1 12: RCC[ 59 DOOR W-LINTE_L 0" R_PRECASiWvlwPRECAST L LINTEL e" PRT TRF tE0 U-LINTEL PR TRESSED 1NTo REINFORCING CAGE AflAiCATION NDOEL T• 1i ! 1 . YeT rt c (A• 7/32" BAR t0f f'T>uf ai i'oui T•f STIRRUPS 7aT- RAT :( w,»f n,r• NR RARAwf->,(.•. f, ULINTELS TYPE " 8" STIRRUPS la rn wx xelc )17,'LSo, dtd'9 L STIRRUP DETAILS STIRRUP DETAILS xAu: n. rf. 'n- e" PRECAST R /^RECES IN_iEL. fl R fi4 sJL-41NLEL • 'B"• PRESTRESgET lq -LIN[El8" PRESTRESSED U-LINTEL DATA TABLE GENERAL NOTES LIN L YOUUWE WELIB}i7 T SPAGHO ituau° rs ENGTH LE 0TI4 -D" 0. 11{ 342 3 @ 5-4" 0. 1{0 567 7 32 BAR 1 -& 7 32 BAR IS ^2' 4 O 3 -2" 9 17'-4" 0. 1SB 639 7 32 BAR 1 ^3 7 32 BAR 17 -2 O 3"-8" 9 19 -4 0. 1 %8 7l3 32 BAft I -3' 7 32 RAR 18 -2" 4 O 4'-2" B 21'-4" D. 194 7B7 7 32 BAR 1 -1' 15 -0 7/32 BAR 21'-Y" O J'-8 3/4" 1D Y2'-0" 0. 200 611 7 32 DAR SO 7/32 BAR 21'-101, 6 0 U.219 SOS 32 BAR IB- D 7/ 32 BAR 23'-10" 6 0 1 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE LINTEL S17 LEN0IHL UNU39YOHUHE WEICt17 R µ07H 4( ! 3'- 0" 0."" 146 ILBAN 0 7 3'A OAR 3'-8" NIA 4 32 BAR 3'- f0 N/A A 7 32 CAR 3 RE-eAN 24 4 RFDAR6'-10" N A 6 0.078 f4 REBAR 3 REBAR g'-0" 2 -0' 6 8" PRECAST U- LINTEL DATA TA@.LE_ LIN L SIEEE VOLU41E CYIEIOHT S0 FEEG P sN 3'-6" O.DJ2 l26 03 REBAR S'-5" 7 ]2 BAR S'-2"' A 4 4'-0" 0. 037 14{ p REBAR 3 -FI 7 32 BAR 3 -8" N A 4 4'-6" 0. 041 162 f3 REBAR 4'-5 7 J2 OAR 4-2• N A 4 b -{' O.OM19 192 IS REBAR 5 -3" 7 32 BAN 5-IC 0. 03! 0 3 RC AR -B 32 BAR S-6 D G-6" 0 O60 214 4 REBAR 7'-6` 4, 069 270 4 REBAR 9•-4". 0. 08g 136 4 REBAR 9 -3" 0.098 178 4 NEHAR ID'-5" 3 REBA4 To'- ' 2-8 4" D.TOt 08 5 REBAR 1V-3" @3 REBAR II'-0" 3'-D" g I2 -0" DJ 10 4 2. 5 REBAR IV- 3 RL 1-8 3-0 B 3'-A" 0. 122 4gI1 5 REBAR 13'-3" AEBAR 73'-0" 3'-D` B 1<'-0' 9 304 5 REBAR 13 -11 3 REBAR 13'-8' -08 I. REIKFORCM6 ]TEFL• 7/ 32 B.YL ASTN A5101 13, /4, 5, NOTEI IRE TOTAL NUMBER OF STIRRUPS. AND 2J RL9M OWE SO ASTM A61S; 7/16 INCH REQUIRED IS COUNIED STARNHO FROM EACN DIARETCR 110K51 LOW PRFSTRESSIRO END Or THE REMFORCIRO CAOC; FOR CXAYPIE SpTANO A51Y Aal6. - N0. OF 511RAUPS a 4, TNEII THE REINFORC910 CAC YODEL SNCY13 2 STIRRUPS 2, CWiCpETE StRCNoR t I'e = 6000 P51 r0R 8' TR01{ FACN END. PRES1111110 UN'.-' t'o - 4000 PSI 101 All 6. 2S POUNDS Or POLIFF"IENE IWERS PEA AECAST 8 INCM 1RI7L15. CU.TD. OF cONCRCIE MAY OE USED UI UCU 1. INITIK PRESIpESS fDNCF =. 0.70 X Ipu. OF PHFSIRESSED UNI[L RLM(OR A", CAGE 4. SIRIPPINO ST "IN, ""' MESSED TO "'IS' u1TIH0 AND HANDLWD 10RCE5, UHT 1 A\ BNS PROULtCT ItlVl Slill G LJ_ ^(/ as canplrupwi(h lha Florida V p: :liC: [1gNT l; O; 1DAlo TZD1G EO L CRAIGPARRINO 13y1 _ TN13 PROPRIETARY INFORMATION IS PROVIDED FOR PNOOBCT AI?ROYAE. II IS ,c6324CR579 VIhq od d c{ tn0ul 'f 33584 PROIECIED BY COPYRIGHT LAWS ANDCANNOTBEREPROXIEU0RDISTRIBUTED r V R .........x^.\C\:' SE P.E. LICER, FL .4475 WITHOUT THE PRIOR YGNIIEN CONSENTOFCAST-CRETE USA. INC. FL. P.E.L C.N0.44756 WOW7 1 t:7a1f:1 d7iO1L17?l'i7fL fI ! : Ll i / a [ • , Ix YFNC q,\lX'''` I Efi1 ih llfSlJ Fi:L 1•iIi ./NR / 1'=' ( S f!•I[9'I71:I71:,11:IC[lQR1 S:I tiR7 fNL`fr• f•r R• \ I.1Rtl[:1 91 ii> I69LL` I i®' U>l I SAFE GRAVITY LOADS FOR 8" PRECAST PRESTRESSED U-LINTELS SAFE LATERAL LOADS 8" PRECAST 6 PRESTRESSED FOR U-LINTEL6 SAFE UPLIFT LOADS FOR B" PRECAST PRESTRESSED U-LINTELS 4-4401is4lm' SAFE LOAD POUNDS PER LINEAR FOOT ecasr•i4• SAF PLFSAFE LOAD POUNDS PER LINEAR FOOT TYPE LENGTH SU8 6FE-08 9F12-OB OF16-00 8F20-09 BF24-08 8F28-OB BFJT-OB TYPE LENGTH 8U8 8P8 RCA4U 4TYPE LENGTH 8F8- iT 8F8- 2T IF12- 17 BF12- 2T OF16- IT art6- 21 SF20- IT BF20- 2T BF24- IT BF24- 2T BF26- 17 8F28- 2i 8F32- 1T 8F32 2T 8F8-18 8PI2-1B eFIB-1B 8F20-ID BF24-18 8F28-1B 8TJ2-7H 3'- 6" (421 PRECAST 2231 3069 5113 7547 8974 950E 10931 3'- 6" 42' ' PRECAST 1025 1024 1598 3'-6" 42" PRECAST 1569 2655 724 4394 5261 6132 7001 1069 4605 4605611J 7517 8974 10194 11809 1569 2655 3524 4394 526J 6132 7001 4'- 0- (48") PRECAST 1966 2561 2751 3820 4890 5961 7034 8107 4•- 0" (48') PRECAST 765 763 1309 4'-0' (481 PRECAST 1363 2305 3m 3815 4570 5325 6079 2693 460 6113 7$47 8974 10394 11809 136S 2305 3060 3815 4570 5325 6079 a'- s" sa" PRECAST 1599 19 _ 69 2110 2931 J763 4576 6400 224 A'- 6" ,(54') PRECAST 592 591 10'73 4'-6" (54") PRECAST 1207 2040 2'107 3375 4043 4711 5379 2189 4375 113 7547 8672 10294 1t809 1207 2040 2707 3375 40+3 4711 5379 5'- 4" (64") PRECAST 1217 1349 1436 1999 255D J123 3636 4249 5'- 4" (64') PRECAST 411 411 745 5'-4" (64") PRECAST 1015 171 „ 2276 2818 3399 3961 4522 1683 lD90 i763 7547% s4z„ e7JJ„ 1ofe7, tots 1115 2276 28]e 3399 3961 452E 5'- 10"(70") PRECAST 106E 1105 1173 1631 2090 2549 3009 3470 5'- f0"(70") PRECAST 340 339 616 5-10'(70`} PRECAST 909 1564 T 2593 3107 3820 . 413} 1451 2622 4360 7168, 5036„ 71810, 8329 929 1567 20ao 2593 3107 3620 4133 6'- 6" (78') PRECAST 908 1238 2177 3480 3a31 1707 43a3 5061 6'- 6" (787 PRECAST 507 721 490 6'-6' (78) PRECAST 835 1407, 186 2329n 279 „ 3251„ 3712(a 1238 2177 3450 5381 8360 l0}9, 41 862s 0 835 140J 1868 T329 2790 3251 J%1'LT- 6' (90') PRECAST 743 1011 1729 263E 2205 1698 3191 3685 T- 6" (90") PRECAST 424 534 363 T-6" (90') PRECAST 727 1005 1624, 2025 2426 2827 n 3228 , 1011 1720 2661 3898 5681 8467 647E , 727 1224 t824 2025 2426 2827 3228 9'- 4' 112` PRECAST 554 899 1160 1625 2564 3486 281a 330E 9 - 4" (112') PRECAST 326 512 230 9'-4" (112") PRECAST 591 708 n 7081136 n 14N 1815 2157 » 2500 » 752 5 1843 2554 3486 4705 63900a 591_ 1131 1474 1815 2294 2619 10'- 6" 126" PRECAST 475 n 1247 2093 2777 2163 2516 10'- G"(126') PRF.CA,T 264 401 180 10'-6"(126") PRECAST 530 575 916 , 1188 » 1451 1736 2911 643 E 1513 2093 2781 J643 475q 530 695 11 Bo 1472 , 1753 2055 234E 11'- 4`Q36") PRECAST 362 582 1366 1848 2423 3127 4006 11'- 4"(136") PRECAST 260 452 154 11'--4"(136") PRECAST 474 504 u 60D 1037 t274 1513 1753 , 582 J6s 1646 2423 3127 4006 494 607 to421»I 1372m 1W 9 19150, 2187 , 12'- 0" 144 PRECAST 337 540 1254 1684 2193 2805 355E 12 - 0" (144') PRECAST 244 402 137 12'-0'(144"j PRECAST 470 458 „ 724 m 938 v I W u 1369 1585 , 540 1254 IB84 2193 2805 3,52 470 550 940(1.11 130E , ts6o1 1e1 „ 2a75 13'- 4 160" PRECAST 296 471 1075 1426 1838 2316 280 13'- 4"(I60-) PRECAST 418 n 386 u 607 n 705 964 n 1143 , 1323 , 3'- 4-(150 PRECAST 217 324 110 4711075142EB18Este2eaJze • 460 eo u59 , rate to , 1897 , 14'- 0° 168" PRECAST 27s 4246 420750 1002 1326 1697 2127 2630 14'- 0"(168')PRECAST 205 293 COD 14'-O'(168')PRECAST J84 356 560 724 8B9 » I054 n 1220 4426 1002 1326 1697 2127 2630 412 425 717 1063 1358, 1592 , 1807 14'- 8" (176") PRESTRESSED N.R. MRMR MR MR OR MR MR 14'- 6" (176') PRESTRESSED N.R. 284 91 14'-8" (176") PRESTRESSED 239 334 520 672 825 978 : 1131 , 4593 1370 190E 2245 2517 2712 z46 395 e61 980 1aA 1 A3 n 1518 1734 , 15'- 4'(184') PRESTRESSED N.R. MRMR xa MR MR MR NR IS'- 4' 184" PRESTRESSED N.R. 259 83 15'-4`(189") PRESTRESSED 224 311 480 fizz , 769 911 1054 N20 1250 1733 2059 2320 2513 230 358 616 908 1240 1460 1668ail „ 1T- 4' 208' PRESTRESSED N.R. NRMR MR MR MR NR MR 17'- 4"(208") PRESTRESSED N.R. 194 64 17'-4"(208') PRESTRESSED 187 263 „ 40.5521 63B , 755 a 673 , Soo8 950 1326 16D9 1549 2D47 192 306 506 , 740 „ 1005 , 1271, 1471 , 19'- 4"(232') PRESTRESSED N.R. NR NR MR MR MR NR"'" 19'- 4"(232") PRESTRESSED N,R. 146 S2 19'-4'(232') PRESTRESSED 16r 229 , 348n 447 547 sa 747n 2354 750 1017 128E I515 1716 166 26.1 429 , 623 D, t u 1059 1227 21'-4" (256") PRESTRESSED N.R.rNIRNR NR NR NR NR NR21'-4' 256" PRESTRESSED N.R. 12S 42 21'-4"(256') PRESTRESSED 142 2D4 „ A17 393 , q8D a 69 „ 755 596 845 1114 1159 1468 142 232 37s 53T n 721 n 905 1046 PRESTRESSED N.R. xR xR NR NR NR22'•-0'(264') 22'-O'(264") PRESTRESSED N.R. 116 40 22'-O'(2647 PRESTRESSEDu7 19Jn z95 J79 462 546 , s10 550 784 I047 1285 1399 t37 223 358 511 , 658 a 863 n 999 PRESTRESSED N.R. NR NR NR NR NR 24'-0"(28B") PRESTRESSED N.R. 91 33 24'-D'(288') PRESTRESSED 124 170 267 342 416 a 492 5a724'-0"(288") 450854884 to92 122E I24 202 3t9 455 ,4 606 757 876 J) THE NUMBERS 1N PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 ' SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. O THF4 S' Niy RENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE. GENERAL NOTE NO. 4 ON SHEET 3 OF 3. +,1El 4 E GENERAL NOTE NO. 4 ON SHEET 3 OF 3. ftoH4000Cf RENL1yp} Q• r, NuHdin lying wiN, h ,tda + V •' G E N c Flu' _ / PItODI/ C!'R1iV)StiD 8 Ccodo G / nv com 1 i Acarply,cllw lRONdacPi ,inn Usco3 ' Du9di,z L.Cbd07, M mi 0 77p 1 TE pqF yN 4; CRAIG PARRINO 4 tNtlon Ga1a/T7 1 odnaCon ,('. A' I pl;•" C7+ 6324CR$79 AY) SEE GENERAL NOTES -SHEET 3 OF 3 i••C' RtO•"G\: SEFFNER.FL335tWft3m PlLBiicintrol No 11 REVISIONrT p k2 .. "' 1a p FL. P.E. LIC. NO.44756 MEMBER OF v'.^J ' s uc, f.•' 3,.,:.., v"`L, uf, r." • A'.o1rt?° "" lsf3=•3,'-7: a 1Rl[, CAST-4CRETE 8" LINTEL FABRICATION DETAILS NAME CHANtv UE NARFI DBSU9t-1/ HAWN BY: cuc 1Amo, TL - II[0. N0, 1+756 SCALL NOt !0 SCALE DAIC 05/07/96 CHECKED 9Y: CR.UG FM80• F.E. - RED, 90. 4056 OAA1Nf9 xo. t06 58(LI 2 Ot J SAFE GRAVITY LOADS FOR 8" PRECAST w! 2" RECESS DOOR U-LINTELS SAFE LATERAL LOADS FOR 8" PRECAST wT2" RECESS DOOR U•LINTELSSAFE UPLIFT LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS 4 SAFE LOAD w Pswaera SAFE LOAD - POUNDS PER LINEAR FOOT 4Z-F4RT`GA41XC PL.F 4C fiSRw A4EYO SAFE LOAD -POUNDS PER LINEAR FOOT TYPE 8RF6-00 8RF10-OB fiRF14-OD 8RFI8-OB &RF22- BR%a-C8 BRF30-DB TYPE RCMU TYPE 8RF6-ti 8RF10-ti ARF14-IT 8RFt8-11 BRF22-11 HNf26-R BRF30-11 8RU6 8RF6 r LENGTH 8RUG BRF6-IB f1RF10-1H 8RF14_10 BRfl 6-Ie aRF22-1B BRF2b-IB 8R J0-IB LENGTH LENGTH 88f8-2T BRFIO-21 8RF14-21 BRF18-21 QiFZ2-21 8RF26-2T 8Rf30-21 1749 J355 32bo 4349 5421 6493 7567 905 1569 2362 3056 37S1 _4445 5140 4'- 4" (52") PRECAST 1635 4'-4•_ (52"). PRECAST 758 757 1164 4'-4". (52") PRECAST 905 1663 2362 3056 3751 5140. iB91 3699 5206 65J9 8060 9479 10893 _4445 1598 3063 2992 1 3908 4946 5924 6904 557 1604 2272 2939 3607 42)5 4943 4'- 6" (54') PRECAST 1494 4'-G" (54") PRECAST '694 693 1073 4'-6" (54") PRECAST e57 tsa 2272 2939 3607 4275 4943 1756 3699 520a 6839 8080 9479 10893 920 1770 1716 2277 2859 3402 3966 675 1269 " 1797 2326 , 2854 3382 3911 5'- 8" (66") PRECAST AOS 407 655 5'-8" (68") PRECAST 5'-B" (68'j PRECAST 865 675 1269 1797 2326 2854 3J82 3911 1187 2481 455T 8389 HOfiO n 7917pi 9311 n 859 1653 16D0 2124 2649 354 3700 5'- 10" 70" PRECAST 362 381 616 5'-10" 70" PkECAST 655 207, 17481L, 2259 E4 2777 a286 V z799Iq 1113 2342 47.42 66390 6060 402 87060 656 1233 1746 2259 2773 328G 2799 5'-10° (70") PRECAST 810 797 901 1825 3120 5048 7747 9448 7360 6'_ B" BO" ) PRECAST 595 788 464 6'-8"BD" ( ) PRECAST 570 911 s 1530 1980, 24290, 2879, 3329 u 901 1625 3120 6048 X 7915 9479 1089 570 1080 539 980 2429 2879 3329 6'-8" (8D") PRECAST T- 6" " PRECAST 90509 674 363 T-6" 90" PRECAST 506 742 a 1364 w 1765, 2166 n 2567 ss 2968p, 7'- 6" (90") PRECAST 56S 755 1 1490 2459 76 5743 7239 5621 506 1 898 1364 1765 2166 2567 2968 755 1490 2459 J776 5743 8998,s 1089 465 999 1568 2253 3129 4091 3146 y-8" 116' PRECAST 370 490 214 9•-8" 116" PRECAST 395 468 + H84 1222 o. 1540 tBS9 tit 2180 a PRECAST ( ( ) 9'-0" (116") 411 395 560 1072 1386 1701 2016 2331 526 999 1568 2253 312B 4150 _ 589IS. O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 4 SEE GENERAL NOTE 18 (}O THE NUMBERS IR PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 FIELD ADDED REBAR. SEE GENERAL NOTE 140. 4 GENERAL NOTES TYPE DESIGNATION f Malaio6: 12) "I are me lured rig, 6-1/9' la,g -Who, of the coda to oaamodela rcdkol. cep raPulapNadnq aW graaUnry Ff - FltIED YdIN CROUP / U - UNF1tIE0 fe 8' posed fink) = 4000 Ps1 fc pestressa lintel = 6000 Ps' 13) the mleda ,.door o( Intel, in,to9ed b edcda maaate ra— .1b shoo have .. BF 8 8 BF16 I- QLMIffy OF /S REBA." AT fe Wool J000 psi sig h mastmumJ/B loch aggreyot°. ° _U.,q of st— appp<d in oecordanes 1h ASIM C-926 v °Pa+ opprwed c"C:g. I 9on0M C£ UNIR G.Htt le ,nosavy u la ICIIU) pu-ASOL C90 ,Ah rani—oo .1 (1 ,, I area epo Arun 1 u 19W pi IS) lauded si t;0 N,Jy sdNredicsl fg1 lr or up611) and h119 ald lblemlj '•;-• A51M A6I5brthel1Falollowlnq8F16 -1 B /I T mlror pdkd. al—Ld cambsc y el{ cqualam - buds sirwldbed,eclsJ pulrassng stroll per ASDA A416 Grade 270 la, rebsol'an •, '1` r Par morlapu ASiM C270 Type M a S Applied vedicol load App91d hen4anlat Ivad _ 4 hch Mnrd bee Safe v uel load i' Sale Mdlont.l bad S i'0 NOWNAI. mom 1 L Q114N11Pr OT 15 2) All .1. bad lebin be..d oe mlriman r v. i6syR89Ri Sofo beds la I'uld typo 8UB end BRUfi mast be IS) For composite dntd 6eghls not snom, use safe bud ham next beer luigN ebxn, NOMINAL RD0e0 JJJ tEpAR AT TOP dosed byp TOR It bearing length 6 less 11- 6 I/ 2 inehea. 16) For Intot lengths rat shorn, use safe load bam next lanpst Ierglh shown. FS REOAB AT TOP 3) Pronda lug "or bed and head )oin6. 17) Sala bed. a,e supadm,..d .11—bla bass. - UK (1) R10'0 1) 76a numbs+>n paer,U,es4 ind(mles the percent redaction for 10) Sale $Dads bused on .Uarol dox4n onoyis per Aa 530 cad ACT 31a • 'r i-1/Y CLHA reds 40 56d oddad teba. - - - v LSO@Al67'- 6' 11,10 6F32-18 sofa yyroiaywlead • 6471 P5 19) Md:l'anol lolnol load aopedly, •on be °btvinad by N designer by pro" addCan11 -.• ..: i. 15% •) 6472 4.85) 5501 PIT concrete masonry awls (RCMU) obura the Gntrl. Sm $patch befaw: ,•,` ` !,' n/ r.duclw ,dwomed ,. •s:... C.M.V. 5) AO iidels mat or euea L/M delbcUon, .. •'. F—fl9n1 Psesbeae Fntef type BFa 17'-Y and lager .-,I-. s - 'J; i • ' r V1C0 dslkcUan. '• •. r.' estteds or W. ,slimited to eonawansmating the Florida Soad'rg e' - ss Cade SmTans 1504, 1.1 as upaimble CROUT 5) Shoe IiOed OnieM as squired. 7) 0no 17 r641 may be subsUM,d la bto /S re6— - O5 REPAR AT OOTIOM 8) Inswo Ton/ aUbmed of fold must aanpF nilh the aabil"Wel SEE SAFE IAIERAL LOADend/a artad-Idowments. AAt ly110IOM REINFOK14 TABLES FOR LOAD RATING BF32 SF28 .``Altlf _ 20 7-s/a' Actu+l KNOED N UNTIL 9) ill da.tgnar troy eroW.I. agwt,.W4 load, from bw 4efa load table, by FOR [ACFI ADODIUNAL s .+D•• • the I.- «alsfinq moment Did aMa of d-aloy Imm, Ue REINFORCED CMU (RCMU) V E"a'Pw. wathg I FULL COURSE10) N.R. a Not Roted PRODOCTRENEWED " PRT)DUCfIeR"Uj) GR40 eonsplying,rith(be Florida 0,tj tj m11) Beltom IEW a&adreiartobebatedalthebelt,. d lba gnbl a 61Y• 12• CLR nT 15 REBAR 13-Rding Codo•nblkda% Asa anca No/6- 0 2 0 (• • 1 - iN Acocpla or GR60o3 eeNnJ4EWUOtc{ JOFCRAIGPARRIN0 .; P 6324 OR579 MlIR10N S,& NA1..;: `'4 F 033584 FSEFFP- ENL No REVISION 07iTadM9F7t of`' V'Mum :"., s tr w sn•Aw n 6;Rat SL"L1 a TITLE: CAST —CREPE 8" LINTEL FABRICATION DETAILS s LLD. ION 9.- FILE7UF1f: O85UP7- 14 DPANII BY: CR.W PAMIRO, P,F. - RE0. 110. 44756 SCAW NOT 10 SCALE DATE: d6/07/91 CHECKED 91: CAW PAjZW. P.F. - RED. ND. 44756 DPAWWO It., F06 591113 OF 3 MIAMI• NIIAAII-DADE COUNTYOEM. PRODUCT CONTROL SECTION DEPARTMENT Or REGULATORY AND ECONONIIC RESOURCES (RER) 11805 SW 26 Street, Room 208BOARDANDCODEADAIMTSTRATIONDIVISIONMiami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) tvtvty miamidade Gov/ccouomy Cast -Crete USA, 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 Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having JurisdictionAHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In'Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity HurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan-ino, P.E., on August 19, 2014, all bearing the Miatni-Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 413-0321.07 arid consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. of NOA No. 14-0903.03MIAMI-DADE COUNTYc_`, Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-060.5.04 A. DRAWINGS 1. Drowing Aro. FD4612, titled "Precast and Prestressecl Lintel Details", sheet 1 of 1, prelvred by Craig Parrino, P.E., elated March 24, 2003 and Drenving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision #1 daled April 28, 2003 both drasvitrgs signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on,Jlexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel specimens, per ASTild E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Narnon, P. E. C. CALCULLATIONS 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, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and settled by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Hauual for Cast -Crete ,Machine Alade Precast Lintels revised on A41.1, 1, 2002. 2. Cast -Crete Quality System Manual for Prestressed Prochtcts dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL. # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated rllarch 24, 2003 and Drawing Xo. LT4612, tilled Cast -Crete 4" 6" & 12" Lintel Sqfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrhio, P.E., dated rllarch 24, 2003, last revision dated ,Uarch 11, 2008. B. TESTS 1, 1vone, C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. A), Hiauri-Dade County Building Code Compliance Off lce. C. MATERIAL CERTIFICATIONS 1. Arone. H06), A. Maim-, P.E., KS. 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, titles! "Precast and Prestressed Lintel Details", sheet I of' 1, pr•epsu'ed by CI'aig Pai'ririo, P.F., dated 1llarcli 24, 2003 and Dralvilig A\ro. LT1612, titled "Cast -Crete 4", 6" & 12" Lintel Sa/e Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated 1111arch 24, 2003, last revisioii dated Alai"ch 11, 2008, all signed and sealed by Craig Psn'ririo, P.E., oii Alar'ch 22, 2012. B. TEST'S 1, None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By & ianri-Dade County Departruetit of Perritilling, Fnviromnew, and Regulalwy .Iffsrirs. E. MATERIAL CERTIFICATIONS 1. None. I' . OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., cer't{Tying compliance ivilh the Florida Building Code, 2010 Edition. d. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None, B. TEST'S 1. None, C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1, By Aliand-Dade County Departinelrt of Regulator, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. rl Wlfny A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2013 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 1 of 1, prepared by Craig Parrino, P. E., dated Atarch 24, 2003 and Drawing Alo. LT1612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Porrino, P.E., on August 19, 2014. B. TESTS 1. Atone. 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 Parrirto, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Comm, Department of Regulatotj, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA, Inc., dated fiugust 19, 2014, signed and settled by Craig Parrino, P.E., certifiring compliance with the Florida Building Code,.2014 Edition. fleh6FA. Vmakar, P:E" M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Exptration Date: 09/11/2018 Approval Date: t0/09/20 W E - 3 AST- R4ETe® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 12' PRECAST t- INT L t2• PRECAST w/ x' aEClSS DOOR U-LINTEL 6' Palt:aeT U-IJNT I a' Sa1t0 LINTEL 1 s s e I ' la to TvrE •A• snvn:rs 4 — T Sx•w R YAr PnninaAurs T Ax1 Aw r s>c'(AfA_EtI1DM° ttr[ •e• snaauu MYK STIRRUP D£TNlS 4" SOLIv D L IN7EL a" PR[C ST,U_,IINTEL f 4" SOLID LINTEL DATA TABLE E m i Yaat fi• mi1,[a ET A+a r4aA.a 6" PRECAST U-LINTEL DATA TABLE una ti7®® ® "m S 1 f 6'i on sx-no ©n ffi7®SS:1Fial1ii/!S!!J7[1i©a r,L'ra•>iriE+a r>it>ao EmOm®mao Inmv ®r2ammug mrFi 31Rti11.7 gqp I®a47 1 i11F$1i lrF si[9p r irE>.xrmRc.Psv p 12_'_'PRECAST U-LINTEL DATA TABLE 10 ssun r riles' LFAU ttar a i wJm rCM17lE1 1EIQIi a0 riQlyF7 rmi O, MEN D R iE7 i® rKUMlaSinI®prKumti7 EmLmm GmEm Immi i!'i rEa:Pi61:[f3f91i on NEM 2.k7rII1i113 irti3iL:i mww QQom 7®® KalrF i.J FtitYFT+.yiClmp 12"_P_RECAST W/ 2" RECESS DOOR U-LINTEL DATA TAA(F IAIY • Jfi[i7\ OffiiF7dfLR3lf Er a a Ir exa ' e. D.i©aao 61Q]i[•7i:i7r3.ir I+V f3•::iE1Qi b111 Etcar rE7a rxrtatu rta.ur•.rt VSV FP,a7 f*7 rf f 7II7__S1cc r i ersTYa[aa aniTl7E7f1e+C12S9 1• Eg LFY3:'i[ai ll[EL 7 E 0 MEMBER OF 0A_&lrtn°11pj' TYPE "B" TYPE "A" STIRF 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MOD I I iN15 /nOrRIRARY DaOAWnON IS PROVIDED FOR PAODUCT MVROYAL. R IS PROIECICO BY COPYBICM UWS AND CANNOT BE REPRODUCED OR 01WRI"""' WRNOVI THE PRIOR WRTEN CONSENT CAST-CACTC USA, WC. 1. IEFNFORCINn SI[f4 )/31 n1A ASN ASIO: I!. /A. AMO /S PER.R MNVm10 S1ADinWt R ANO IA IACN U.C. . xa00 - we ,o AS..1. S. NOn: THE TOTAE .—ER OF SORRUK REQNACO NBC CODNISn STAATUm CONCAR[ MCKO—; I•. a A000 I" FOR NA { IIICN NO 12 Me. FROM EACH DO) W Mc AONFORCI94 CADS; EDA CR.Wm - N0. OF IAECAST ..K.; f, n 1000 IN FOR , INCN —9. 1.149 K . I. "a THE 10—ACINO CAGE F Pl-TION HODEE S-wI, 3. AOnow STEEL SHALL a[ — B= ONE INCH TO PC ",sm WIIN CADS R SnnNUrS FAO. CAC. [NO. ON a ANn 11 IRCN EImw M1. SFWttAID — FWDI. Vr'' CEN Q iN15 /nOrRIRARY DaOAWnON IS PROVIDED FOR PAODUCT MVROYAL. R IS PROIECICO BY COPYBICM UWS AND CANNOT BE REPRODUCED OR 01WRI"""' WRNOVI THE PRIOR WRTEN CONSENT CAST-CACTC USA, WC. 1. IEFNFORCINn SI[f4 )/31 n1A ASN ASIO: I!. /A. AMO /S PER.R MNVm10 S1ADinWt R ANO IA IACN U.C. . xa00 - we ,o AS..1. S. NOn: THE TOTAE .—ER OF SORRUK REQNACO NBC CODNISn STAATUm CONCAR[ MCKO—; I•. a A000 I" FOR NA { IIICN NO 12 Me. FROM EACH DO) W Mc AONFORCI94 CADS; EDA CR.Wm - N0. OF IAECAST ..K.; f, n 1000 IN FOR , INCN —9. 1.149 K . I. "a THE 10—ACINO CAGE F Pl-TION HODEE S-wI, 3. AOnow STEEL SHALL a[ — B= ONE INCH TO PC ",sm WIIN CADS R SnnNUrS FAO. CAC. [NO. ON a ANn 11 IRCN EImw M1. SFWttAID — FWDI. Vr'' CEN Q O.A{ Pg(li]I1C'C I:i:YlSlill x plYinEtrills Il1O FW;i3:i Q S'adifb ed.. / CI C j. O 3 S T JOF A' - CRAIG PARRINOmil= aliuOucwZ"l P.' C Q • r IJ,sO R I .F Q, E padc:rnAhlcl u'`'If Fr" s , NG\?: SEFFNERFL 33584 III,QNA„ 1 FL. P.E. LIC. NO, 4475r PRECAST_ AND PRESTRESSED LINTEL DETAILS fltt HWC.• B85U&-IA DFAWN BY: IOHAN AANAUD SCREE: AS sHONN mr; 4/24/O$ CH(GCED Irf: CRAIG PARMHO, P. DRAINING FD4G12 SHEET: 1 OF GENERAL NOTES Melcrals: r'e 4' preroat Wet 30DO 0fc6'k12'CC wtftl 6000p f'c grout - 3WD mil Ih u m 3 8 inch aggreyafe: eonorelo awsonry ant VIP) 1D0 SCoo , I_ l Pass<A8UCrade60 rnomper A- C270 41. M or S 2) An sate loud tables based on minimum 4 inch nominal bemiN. Esccolan. Sale loads for 6nW lyp 61.18. 121J8 Pad 12RU6 must. be reduced try 217R N bearing length h less Ikon 6 1/ 2 inches. 3) Provide fdf mortar bed and head )osds. 4) The dnum field Nrent i mr 10taites thepercent reduction for qr.- xomoteyy, U2f6) n. e/ 14xreduc6on•D 1428 (.8ty142 1228OfBpd5) All lined, —torescecd V360 deflection. E,i,,li, Linteltypes 8 b: 12F8 17'-4' Z.longer medl ar excerd L/130 defleation, Use to limited to canditions meltinngg the Floddo Building Code SecUon i604.1I oa oppiko6I.. 5) Shore Idled kw,, as "hit. 7) 4' sayid lihtey to be inbfolted ./ 4' dsnenaino hwi dal and 8' dimenpla, vertical. 8) InstPllatwn/PlWchm•nt of linld must campy eith the W04,01 and/m . I..l dacoments 9) The designer may —lane concsnlrgted loads I— the sofa bad tabus by colmlo0ng LIM nwx amm. rusting moment and shear of dro y from the fore of support 10) 14.9. - Not Rated 11) 8ollom rield added ebar to be located of the boftom o1 the 6nte1 c ily. TYPE QFSIGNATION r .taro s:m aan / a - u:m re Fziwim= 12F16-2B/2T wrwa •w+- J L. ",, n, a is aaa•, r g ImAT1a. 7s reels Ar to stt Iz) ttouxto ra] iz'rwms q scarr,¢ o ma s' ax+ms nest UA cwu7 Is rp) n TOi' ' _.. -'a: : "• a ux p) wcu>m ,w n' mms 7) ffWrall fos k'.4Yltta mflPr Pflrtaitw 1 5 ' ACTUAL rlmnoouaa 12' NOMMIL VADTH 12) 6' h 127 nlels ere mmi fa: tmed with 5-1/2' Img PPlchea al the ends to occomodate u Vr 1 c q faInfarcing aid grouting. 13) Th. rzl rwr aur(ao of fnlels Wolfed in xteriar miowela rtasonry woAs. shall hope o tooting I We applied in w.,dmiat WhhRyAS'N C 926 or oUur app,..d coating. j4) bads ahomd be ehrokedufor the-.*InXh ledglx , r tiilllh fml inq grtfpM1krol) ng wlgrqAppr.d .,E.lloadAppliedlimizontolload Sofa vertical loud i Sate horizontal load i IA 15) Far compasits WO be:ghb not shown, use sofa load Wnl nett lose heVA ahnen.. 16) For linlel knglhs not s)wsrn, 'use - fe food from next longest length shun. 17) Soto loads ore superMposed albraWe loads 18) Safe loads based on mtinnal design anplysie per ACI 530 end ACI 318. 19) Addi6ono1 Iatcml food c.padty mn be obtained by the dealyner by providing od rG.n.1 remlorced c aete: masonry unil. (RCMU) ob— the lintel. See kelch betas: SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL a",.': REINFORCED CMU (RCMU) FULL COURSE. 1) j5 REM FOR 6' LINTELS 1/2' CLR TIP 2) 15 REBM FOR 12' LINTELS r so SAFE LOADS FOR 4" SOLID LINTELS 4404-cm GRAVITY TYPE LENGTH 4S8 3'-6' ( 42') PRECAST 1180 4'- 0" (48•) PRECAST 959 4'-6" (54') PRECAST 789 5'-10"(70") PRECAST 460 6'-6" (78') PRECAST 360 7'-6" (90") PRECAST 260 9'-4' (1121 PRECAST 156 10'-6- (126') PRECAST 116 12U8 Caasr-aora UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- 6" (42-) PRECAST 687 371 4'-0- (48-) PRECAST 597 320 4'-6" (54 PRECAST 529 258 5-10"(70') PRECAST 407 148 6'-6" (78') PRECAST 366 118 7'-6" (90y PRECAST 280 87 9'-4' (112') PRECAST 187 55 10'-6"(126") PRECAST 152 43 12F8 12F12 12F16 r = tsar,-r i i r r r - C Z e Q A' 4 / • RNO s s, IG PAR K 133584 L FL E. LIENO- 414ENERALREVISION REVISION zDATE —/ MEM B\ER oP (fig\//) qOA WOE iRLE-.CAST—CRETE 4", 6'' & 12" LINTEL SAFE LOAD TABLES 141, N ME HANGE L_LL_1Lu+w+ ") " w "'• "'^ - P GENERAL REV 6 12 14 vwowa fllC IU] IC: OBSU85-14 O.RAWY BY. lONAH ARNAUD SCAIL• N.(.S. DAIr: 5/24/03 CNECK10 By: Cm PARRINO, P. E. - RED. NO. 44756 D9;d'INC:N0. U4612 SNEER I TABLES, SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS SAFE LATERAL LOADS FAR 6" PRECAST I1.1 INTFI S 410-on-4-- SAFE LOAD . POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-1B 6F12-18 6F16-1B 6F20-18 6F24-18 6F28-18 6F32-18 S-6" (42') PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0" (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3533 5050 6148 7227 8297 9357 5'-10"(707 PRECAST 1067 1260 2198 3557 5734 7227 8297 6225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" (90-) PRECAST 779 883 1459 2186 3151 4524 6654 9357 on 9'-4' (112') PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6"(126") PRECAST 503 566 895 1270 1706 2235 2898 3747 11'-4'(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(144") PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4'(160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0-(168') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208") PRECAST N.R. 1 299 455 620 794 985 1198 1437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIII.O ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 MEMBER OF I n, w C41IT14 "m SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCM U S-6' (42' PRECAST 587 1055 596 4'-0' (48') PRECAST 487 787 445 4'-6" (54") PRECAST 416 609 344 5-10'(70-) PRECAST 300 350 198 6'-6- (7B') PRECAST 263 496 157 7'-6- (90') PRECAST 222 367 116 9'-4- (112-) PRECAST 173 352 74 10'-6'(126') PRECAST 151 276 58 11'-4'(136") PRECAST 139 311 49 12'-0` (144') PRECAST 131 277 44 IS-4-(160-) PRECAST 117 223 35 14'-0" (166') PRECAST 1 1 1 202 32 17'-4"(208") PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS t-1-4— SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6FB-11 6F12-17 6F16-11 6F20-17 6F24-1T 6F28-tT 6F32-1T 3'-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48") PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6" (54`) PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70') PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (78") PRECAST 723 1097 143701 1777 2117 2457 2797 7'-6" (90") PRECAST 648 86314 1249 n 154411 1840 w 213514 2431 112 PRECAST 575 57104 980 1252 1492 1732 111, IK 001 11972 17- 110'-6"(126') PRECAST 514 462 (Ina787 1121 ar 1336 j 1551 cN• 1766 11'-4-(136') PRECAST 474 40411) 685 985 12131 1442 1645 12'-0'(144") PRECAST 454 367,,1 619 888 1093 1299 1505 m IS-4- (ISO-) PRECAST 402 308 516 736 905 a 1076 1247 14'-0-(168') PRECAST 368 2851 475 577 832 989 11h5 v 17'-4'(108') PRECAST 253 208 338 476 585 1 693 j BU3 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 xG ?AP N 44 T • 4 R 1p? ,•` CRAIGPARRINO s • • • • G. ONALOkO 6324 CR 579 SEFFNERFL 33584tunul' FL. P.E.UG.No. 4475 tit-CAST-CRETE 4", 6" & 12" FSE NAVE: DRSURS-14 I DRAWN BY: JOHAN MUD PRODUCE R,;vjs,0 IW°1°mPll'inu whA ilia F/pri4Cuac PaPi ion Uqe 0 3. .7 gy,17 j Zo/o cl Canrnl LINTEL SAFE LOAD TAB SCAIf: N.T.S. AEG. N0, 441561 DRAWIRS:ND. LT4612 $11M SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4-1-4- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US 1N6-28 12F12-28 12F16-28 12F20-28 12124-20 12F28-26 12F32-28 S-6" (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48`) PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6" (54') PRECAST 2398. 3464 5304 7619 9352 11060 12755 14438 5'-10"(70") PRECAST 1612 2320 3218 5234 8487 11060 12755 14431,; V-6" (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 14431,, 7'-6" (90' PRECAST 1138 1628 2131 3218 4676 6756 9763 1352!( 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552(„ 10'-6"(126") PRECAST 614 1043 1295 1853 2516 3323 4334 56321 11'-4"(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 BJ 12'-0"(144') PRECAST 456 878 1073 1513 2020 2617 3333 4206, 13'-4"(160") PRECAST 359 767 , 926 1294 1709 2188 3409E, PRECAST 321 720D1 865 1204 1584 2017 3106E 17'-4" (208") PRECAST N.R. 451, 631, 881,111411" 1428( 11750, 210219'-4' 232") PRECAST N.R. 343 (, 477 P, 700(„ 925 EA1152,1609 SAFE LATERAL LOADS Fn;? 19^ m;;;:pACT 11-I IAITFI C IF SAFE LOAD PLF LENGTH TYPE 12U8 12FB Rcmu S-6" (42') PRECAST 1295 4841 393 4'-0" (48') PRECAST 1295 4841 29941 1. 4'-V (54') PRECAST 1049 3922 2417,n 5'-10'(70") PRECAST 681 2547 1552E1 6'-6" (78") PRECAST 579 2167 123j,r, 7'4' (90") PRECAST 474 1771 9140 V-4- (112") PRECAST 355 1326 580(14 10'-6"(126') PRECAST 306 1143 454G,1 11'-4-(136') PRECAST 278 1041 388(, 12'-0-(144") PRECAST 260 971 345P4 13'-4' (160') PRECAST 229 857 278 14'-0"(168') PRECAST 216 809 251R 17'-4" (208') PRESTRESSED N.R. 633 162n4 19'-4"(232") PRESTRESSED N.R. 534 130D, 1) THE NUMBERS W PARENTHESIS ARE PERCENT REIXR:7ILPTS FOR Jtt Ut.NtNAL NUft 10 OWE 40 HELD ADDED RE84R. SEE GENERAL NOTE NO. 4 FOR SAFE GRAVITY LOADS FOR 12" PRECAST w7 2" RECESS DOOR U-LINTELS 41" oGFrART.19- R FCFRELATELDRn nP 111.1 I JTFI S 4aws-4- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 120-2812RF10- 12FS14- 12RF18- 12MME 12IMS- 12RF30- 4'-4' (52") PRECAST 2538 2942 5468 1584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11659 13679 15679 5'-8" (68 PRECAST 1347 1841 3555 6395 9640 11669 13679 1567q . 5-10-(70-) PRECAST 1259 1758 3361 5954 935$' 11669 13679 1567q V-8" (80") PRECAST 1 924 1430 2633 4415 6884 1035414 1257., 14801) 7'-6- (90') PRECAST 703 1203 2157 3494 5259 792201 9623(,Y 1132R T-8" (116') PRECAST 389 843 14510 2157 3203 4427D 5417,4 6380( 11) THE NUMBERS W PARENTHESIS ARE PERCENT REDl1C 10Z FOR GRAM 40 HELD ADDED REEAIL SEE GENERAL. NOTE NO. 4 c--tv- SAFE LOAD PLF LENGTH TYPE 12RU 12RF6 RCMU 4'-4" (52") PRECAST 1295 3692 2581,,, 4'-6", (54") PRECAST 1213 3458 2417,4 5'-8' (681 PRECAST 784 2236 16506D 5'-10"(70') PRECAST 747 2129 1552Em 6'-8" (801 PRECAST 602 1716 1170. 7'-6" (90") PRECAST 504 1438 914, T-8" (116") PRECAST 355 1011 T5 9" SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS Csea7 s os fr SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH QFS-21 12F12-2T 12FI6-2T 12f20-2T 12F24-IT 12F28-21 12F32-2T S-6" (427 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0- (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6- (54') PRECAST 2113 3291 4310 532E 6347 7365 8384 5'-10'(70") PRECAST 1623 2527 3310 4022 4875 5658 6441 V-6' (78") PRECAST 1444 2269, 2972 3675 4378 5081 5784 7'-6- (90') PRECAST 1267E„ 1767 , 25831n 3194 0 3806 , 4417 028 9'-4' (112') PRECAST 1028(, 1171 20061 259DT 3087 3583, 4079 10'• 6"(126") PRECAST 9201 9471,, 1612 22811 2764 32091 36531„ 11'-4"(136') PRECAST 8581, 829 1404D 1982E 2441 2902,4 3354( 12'-0-(144") PRECAST 814,A 753p„ 1269(, 1768A 2201m 2616 3032E 13'-4"(160") PRECAST 1057 1485( 18261,,, 2169w 2513( 14'-0"(16B-) PRECAST 974D* 1365(m 1679D, 1993U, 2309( 1-/'-4" (208') PRECAST 427 695 E,4 964 U, 11821, 1402(, 1623( 19'-4"(232') PRECAST 593E 8170 1002,1 1187u, 1372R 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RUM. SEE CENERAL NOTE NA 4 SAFE UPLIFT LOADS FOR 12" PRECAST TA/! 2" RECESS DOOR U-LINTELS 4-4- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RT6-21 12Rf10-2112RF14-2112RFI8-2 12RF22-2 12RF26-2T12RF3D-2 4'-4" (52") PRECAST 1626 2685 3746 4806 5857 6928 7989 4'-6-(54') PRECAST 1558 2582 3602 4623 5643 6564 7684 5'-8- (68') PRECAST 1210 2042 2850 3658 4466 5273 60BI 5'-10"(70") PRECAST 1173 1984 , 2769 3553 4338 5123 5908 C-8" (80") PRECAST 10201 1538(1)) 2426 D 3114 3802 4489 5177 V-6" (90' PRECAST 904( 1226( 2163„ 2776p 33901 4003 4617(, 19;78' (116') PRECAST 703E„ 771 ,, 1472E„ 2181E 2663E 3145p 3628R cc uvcrvu. ivvlc io;JK NUMBERS W PARENT)iE56 ARE PERCENT REWCDKfNS FOR CJ - • •ENS ' 40 FIELD ADDED RIBAR. SEE GENERAL NDTE NO. 4 II .447 . vnply PTRO -I VISLf] L m ylyinR wiU, (lu Vlnndaf4' • 7{ DWIding Cafe E F H.j: .: Awe Lmx:Nu,j7 =rcz o? C !.- Pa inflon Deic GRAIL PARAlNO i` L7R P "C• 6324CR579 sS - r •'• SEfFNEfA,-FE 33584 d4'uunTDalcL3i.UucT i("''- SEE GENERAL NOTES - SHEET 1 OF 3 '' +NA4 4" FL. P.E.+GI'C.N0.WS6 REVISION A '. CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES VSODMEMBEROF - mom; NAME. f.HdHVI S I I 08 A I it FILE WE: 011507-14 1 UPAWN DY: 3WU11 AM0 SCALE N.T.S.---- 1 I'""'-'° " ` .. lw''YI DATE: 3/24/OS CNC[KEO BY. CIM PA"IRO, P.E. - REG. NO. 447561 DRAWING NO. LT4512 SHEET 3 OF 3 MIAM I•DADE MIAMI-DADS COUNTY PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOM(C 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 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 put -poses. 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 high Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall. automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official - This NOA renews NOA /1 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 ]my A. Makar, P.E., M.S. MfAMFDAOE COUNTY KOA No. 16-0126.03 Expiration Date: 05/21/2017 BMWApproval Date: 04/28/2016 04/28 2 ,/ 4 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.0I A. DRAWINGS 1. Drativing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E:, dated 06107196, revision #1 dated ]1108196, sheet l 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 94 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on, flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hannon, P.E. C.- CALCULATIONS 1. Calculations for Cost -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 94 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/1 3195for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 984-M19614 dated 02129196 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-r166332 dated 01128/96 for 94 rebar by. Birmingham Steel Corp. 7. Mill Certified Inspection Report 984-M20749 dated 04105196 for #S rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for 44 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Cotp. ny A. Makar, P.E., M.S. Prodne ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/2812016 E- 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED H. Mill Certified Inspection Report #84-M20749 dated 04105196for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete .Machine Made Precast Lintels dated 05114196. . 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #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 of2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTMS-S29-94, 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 Allanual for Cast -Crete Machine Made Precast Lintels revised on Nlay 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. 44- WZ-1 ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No, 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.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. H Makar,.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS L Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on .&larch 22, 2012. B. TESTS 1 None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By tLliami-Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Co poration, 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 Ithrough 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 ILigh Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By 111ami-Dade County Department ofRegulatoiy 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. 4HeA. Makar, P.E., M.S. Product Conttol Section Supervisor NOA No. 16-0126.03 Expiration Date:. 05/2112017 Approval Date: 04/28/2016 E- 4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVI ENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By MiamiDade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER. 1. Letter from Cast -Crete USA, Inc„ dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. H X. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 eTe HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS PRODUCE RUNELVED COTtPl7l-5 ,,fIh the Florid, Btdlding 0ide on all L D I CAwrol 6^QRFSiAST W ".Syi: d R ll-IuitEt 6" PRECAST U-LINIT:1, A1_P SSEO__u-LlNEC1, TYPE "A" STIRRUPS 7/32'0 BAR n STIRRUPS 6 4' — ELS STIRRUP DETAILS 5AUt N.TB. 7/32"0 BAR STIRRUPS TYPE "S" STIRRUPS gg LINT EE M S 1/4" STIRRUP DETAILS BGL[, N.Lx RESTRESSED U-LINTEL DATA TABLE LSJEL VOWS TFCl VTYPE S E SPACING iron PeIENGT14112E-8- 0.134 - 542 7 3 OAR 1 -S 7 32 BAR 4 -6" 4 15 -4" OA 40 567 7 32 BAR 1 --3 7/32 BAR ] 15 -2 4 0 3 - " 9 0.158 639 7 32 BAR 1 -3 7 32 8AR 17 -2 4 O 3'-e' 8 19 -4" 0.1'76 71 7 32'BA& i'-S" Big: 19 -2' 4 6 4'-2" 9 2V-4" 0.1.4 787 7/32 BAR I -3" f5'-U 7/32 BAR 21'-2" 9 O 3' 4" 6 3/ 10 22'-0" 0.200 Slt 7 2'B3Ali 1-37/32 IB- 0' BAR 21'-10" 8 0 3'-10 3/8 10 24'- 0"' 0.219 585 7 32 BAR 1 -3 18 -0 7/32 BAR 23'-10" 5 0 4'-3 t/e" 10 R" DOCn ACT W / n" OC/.CCC T"E1/l II I t LENZ L OEERA`L RE 0'IT L3'-0" VOLUME WfTIBCHT CEL LMOT crAGNa S 2'- 8 SRR''aaTT411'11 0. 036. 146 p3 REBAR 7 S2 BAR 3'-8" N A 4 3- 4" 0.037 150 13 kEBAR 7 2 BAR 3' -10" N A 4 A- 5 -8 4 -4 0. 7 32 BAR 5 -0 N[A 6 A - 4" 5 -10 4 -8 0.047 A 1 3'7`B P" N A 8 S •- 0 6 -B 5 -4 05 R B 6 -0 N A 6' - 0" 7'-6" 6'-4" 0.060 p4 REDAR j3 RED 6'-10" N A 6 8 - 0 B'-tl" B'-4' 0.078 315 p4 REBAR p3 REDAR 9'.-0" 2'-0" 8 71P[' ASDl•b5 ALL --- RI[ 'I' StWUN - Tim GR1cu p4Ut m, "' mm v.D[[R PRTfA5T UNIFL RE4NFORClH0 CAGE FABRICATION MODFI s' /dil uc[ss Inn[[f v m - Ami.4"r6 t"Ii a ixo Run P I 7 I r vAa,.c 7 s r 7 1: m. PR STR SREO TNT L BFOElf9H.GlIiO CAGE FABNR:pTION MDOOE 8" PRECAST U-LINTEL DATA TABL£ I? EL I E65W 80HIPSTEEy N Mg-6--gm I 3'-91 126 p3 REBAR 3'-S" 7 32'BAR 3'-2"' N A 44'--0" 14430AR11732BAR3-8" N A 4 4'-0 62 3 REBAR 4'-B 7 _32 'BAR 4-2 4 A 4 e -4 ro.11,32 5-3 AR 5-0 N A 6 5-10 ITSREBAR 3 R 7 32 BAR S-6 8 6'-6" 2 4 4 REBAR 6-5" 7 32 BAR 6'-2" N A 6 7'-6" 2704 REBAR 7--3" 7 32 BAR 7 -2" N A6 W' 4' 336 4 REOAR 9'-3" 3 REBAR 0" 2-0..:e 10'-9" 37• 4REBAR TO'-S' 3. REBAR 1d-2° 2-0' e II'-4" 0104 408 5 REBAR 11 -3' 3 REBAfl it 0 3'-0" 8 D" OJl6 432 5 REBAR 111 -11 3 REBAR Ii 8' 3 0 B 13'-J" 0.122 450 SRcUARis-3 3REBAR 13 D' 3-0- e 14'-O' 0129 504 5 REBAR 15-11F 3 REBAR i3'- " 3-0 B Tmll 11- 1111,LRY INFORMATION IS 11R0-11 FOR PRODUCT APPROYAL.. IT 19 PROTEC',EO BY COPYRIGHT LAWS AND CANNOT BE REPROOUCFO OR DISTRIBUTED WITHOUT IRE PRIOR VIRI17CH CONSENT OF CAST-CRETE USA. INC. 8" PRESTRESSFLL- LNT.Fl I. ROINTORCINO SIEEL: 7/S2 BAN ASIM A5101 03, 14, 5. NOTEt INC TOTAL NUMBER OF STIRRUPS AND pS RCOAR GRADE GD ASIR ASIS; 7/19 INCH REOUIREO IS COUNTED STAR11N0 FROM EACH DIAMETER 27CXS1 LOT!-RCL IIOM PRESTRESSING END OF INS REWFORC.IHG. CAGE; FOR EXAMPLE SORT" ASIR MI6. - NO. OF STIRRUPS " 4, TNEII THE 4, CONCRETC Si RENOO6: Yea BO O PSI FOR A` HEINFORCUR) CAGE MODEL S40Y 2 STIRRUPS PSESTRES50 UNIEIST 1'. " 4WD PSI FOR ALL FROM EACH CND. PRECAST B INCH UNTEL9. 6. 2.5 POUNDS OF POLYPROPYLENE FIBERS PER 3. INITIAL YRESIACSS FORCE = 0.70 [ I— CU.YM OF CONCRETE NAY BE .USED Ht UCU OF PRESTRESSED UNIEL REINFORCINO CAOE 4. SINNR1IIPPiNO S'IR MOTH, PRESIRESSCU TO RESIST UFTINU AND HANDLING FORCES. 4 Lf' i ENS + PRODUCT IIEVI31iD m complying will, the P1GF1dD lJLJlding Cod;. Acapl.nee NOL¢-og03,02 9 : E 0 IV4•irfim:[llu• 02`.j'-rZo! 6 L 2 CRRtGPARRINO y 1-1 ,/ J o 19 •' 1t— ( A 6324 CR579NivnlD4JctImSEFFNER, FL 33584 FL. P. E. LIC. N0.44756 CHliitiii7:{I t7Y7G[[677 C``7f1 ]>t t<<•7 C f17 i1 / p t 7F9[ 6L'9 1- >ti(i .& L611• . . L FABRICATION DETAILS In\67tt iigay:7{ay4C2. + fZvITIGM r Ei ... . Ln11 1 _ ` I - 1 I -V tw,. F:o wiI UA1L- OB/U1714 I CREC6E0 BP LJWQ PAX40, P.E. - U0. A0. 44156 1 ORAW NG No FC6 SRCET 1 Of 3 SAFE GRAVITY LOADS FOR 8" PRECAST w12" RECESS nn'nR LI-I IMTFI 41 P1Y-H "(te1Pl4 G O SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 8RU6 HRF6-00 8Rft0-OH BRFI4-00 8RF18--OH 8AF2I-OB BRf26-C9 81tF30-•OB 8RF6-IB WIO-IB BRF14-fU 8RF18-1B UF27-18 BAF26-111 8RF30-18 4'-4" (52") PRECAST 1635 1749 3355 3280 4340 5421 6493 7567 Iasi 3699 5206 66J9 8050 9479 10893 4'-6" (54") PRECAST 1494 1595 3063 2992 3968 4946 5924 6904 1755 3599 52.06 6639 8060 9479 10893 5-8" (68") PRECAST 866 920 1770 P1 z277 Y839 3402 3956 1167 2481 4567 6389 0060tm 7917 M 9311 n 5'-10"(70") PRECAST 810 859 1653 1600 2124 2649 3174 3700 1113 2342. 4242 5639sv, 8060ir 7402 w 8708 w 6'-8" (80', PRECAST 797 901 1825 3120 5048 7747 9448 7360 901 1825 J120 5048 1915 9479 10893c, T-6" (90') PRECAST 669 755 490 2459 3176 5743 7239 5623 755 1490 2459 3776 5743 899B,s 1089 V-8" (116") PRECAST 411 466 999 1566 2253 3129 409I 3146 526 Mg 1668 2253 3129 4159 SH91f 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES I) Wk,iwa 1'. 8' p d Wet = 40M Psl 1'a pa.Ueped lintel 6000 psi Ee g ul 3000 psi w; mozmum 3/8 Inch aggreyole art. mtprtsaowry sit" G1-10 1p9er0 psi rebar peASW. C90 n;th m+aimum rcl A615 Grade 60 1sessn9 sU9nd per ALIB Grad. 220 la» raksalion mat motpu 0.57A1Typo G270TypeMar S 2) M safe bed I.N. be," on mrimom 4'Snch nanlnsl benrn9. da" dd 5yy 207: flel6em'ng glh wLess Ilmat be 5 1/2 v,d,es, 3) Phials MI made, bed sad head je;nts. 4) The .,,be, In p—Ah.13 lndkoks the pnce,d r.ductk. la, grade 4C S.W Wood .be,, hgenoc 7'-6' Ualel 8F32-19 dote gg R land - 6472 08 a/ 157 rower- 9 6472 `99) - 5501 pN 5) An Iinlett meal 9, mead L1J50 ddkcuan. F- etion; PmWeas Mlnnll lyys SFe 1T-4' and began maels or .- 4, L/180 delkclloe. Use is Wtca to ennd0ons meeting the Florida Haad'ag Code Seclions 1600.1 es. appi= 6) Stare Fi4d lintels as l quimd. 7) On. 17 t1k, may be substituted far lea 75 rebore 8) Imtallollet/Mi4ch-1. of 5*1 must comply With the o bileokral and/ a dlyd4ur4 d—onk. 9) The designer rpey er9lvale e?toanlrolod loads Tram Un sale. load Iowa. by calNoung U1e ngsimum les'wling moment and shear of d-ahoy Irom the loci a1 .appal. 10) H.R. = Not Rated 11) 8,11" Now oddw our la be bated of the Wit". 91 the Fntd caGly, I SEE GENERAL NOTE 18 12) Urtek are mandalored nilh 5-I/2' lessq rrotd,.. al the and. to __data veer" I c h rdrv.dng aid gwa0nq. 13) The Wand surface at Inlala ,nsmRed In aAe . eon...W masonr/ vane seen I.. a - Gig at stucco apes d in octe,d- lh. ASTM f 926 o,. olhu approved eoo6 g. 14) Unhk Iaod d simsdlone udy ,ith vertical (gwvlr or . RR) and horizontal pakmQ Xs - 11d be d- d lot the Comhu, lua g ti01. 0. lotlodinq equalise AppL•ed Anal load Appl ed had000fol It. Sa14 —U. 1 land Safe W-1.1 land 15) For composite wd heights not chum, use sale load (tam oast beer height sluan. 16) Fe( tail lengths not 0-0, ute safe load I— oast longest length 0 .... 17) Sale lords as wpurfmpased .IW.bk loads. l8) We loads based an ,aUoma d.19n aroly. per ACI 530 and ACI 318 is) /dd; Va l Ward load eopadly son be ohideea y tlu.dat;gnar by p"'ding WnrGa,el reinforced concrete masonry units (WIU) o6we iNe 6nW. See sYalch I'elow: 1/2" CUR T1'P AEMDER OF SAFE UPLIFT LOADS FOR B" PRECAST-1 2" RFCPF2B nnna 11_1 INITCf C 4 °ms* Van SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH BRF6- 1T 8RF6-2T 8RF10-11 8RF10-2T 89F14-IT 8RF14-21 MFIB-11 BRF18-21 8Hf22-11 8RF22-218RF25- 2T 8RF2S-1T 8RF30-q BRFJO-21 4'-4", ( 52") PRECAST 905 1668 2362 3056 3751 4445 5140 905 1658 2362 3056 3751_ 4445 5140 4`-6" ( 54') PRECAST Be 1604 2272 2939 3607 4275 4943 867 1504 2272 2939 3607 4275 4943 5'-8" ( 68") PRECAST 675 1269 „ 1797 2326 1, 2854 3382 3911 675 1269 17TI 2326 2854 3352 3911 V-10" ( 70") PRECAST 655 1207 n 1748 , 2 59 2773 3286 1s 229 R 655_ 1233 1746 2259 2773 3286 2799 6°-B" ( 80") PRECAST 570 929 a 15 0 980 2429 n 2d79 , 3329 I, 510 108D 1530 1980 2429 2819 3320 7e-6" ( 90") PRECAST 506 742 j,o 1364 9 1765 In 2166 d 7567 , 29680 505 898 1361 1765 2186 7567 2968 9'-8" ( 1161 PRECAST 395 458 , 884 1227. s 15401 B59j 2180 795 560 1072 IJ86 1701 2016 I q) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 3 8F1 2 § F - FlIEEO Will CROUT / U o UNFILUD xxK , r- pI1W1IT Oi 15 REBW AT 901TOM OF UNIEL W11 FK16-1B/IT PC— 81s---^ I L'pfANiln OF /5 Ps. NEIGNI J REBAB AE TOP F4.+ A. SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING RIF 8F25 FOR UCdADWIOW& REINFORCED CIA ( RCMU) FULL COURSE PR0DUCT)4ENEwEE) as complying nwh Oho Florida a5 REBAR D„ildiog Cod, 0 or GR60 Gxpireytdon Umc o5 2r +f. 1 .i. y,vau •v sw" W o w" 4ru _ y+ ii.'fii ( FFTli ;rrl o EN fNIN. E1) REO'0 I -IA' CLEAR r . C. M.U. GROUT A. 05 REW AT 90110M OF UNILL G441T 4yc f i Y 0160Ti011 REINFOREI80 PRDN0E0 N UNIa OMES) 7- 5 8- ACTLK 8' NONI i El ) f I 1 •" dli` CRAIG PARRINO R10;' 6324CR579 Er;G` SEFFENER. FL 33584 iAl- PRol>UCF ltnyfSUl? Ume mPlyinp Will, the l9a,ida u IdusB CodaA...P[a, mo Nu Jd.. _ct I1v/D( kWIoIo,,, Due/1^ Ely UK: CAST-CRETE 8" LINTEL FABRICATION DETAILS R-E, - REG. Its. 44756 1 SCALE: IMI 10 SCA4 DR4WINC 4/28/2017 Florida Building Code Online BCIS Home f Log In I User Registration I Hot Topics i Submit Surcharge I Stats & Facts I Publications I FBC Staff I BCIS-Site Map I Unks I Search pr product Approval I USER; Public User Product Approval Menu > Prprluq gr,Appij£ation Search > (lp InIcotEoll1-1 > Application Detail 1 i ry FL # FL3792-R8 Application Type Revision Code Version 2014 1 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/ Phone/Email 201 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco. com Authorized Signature Andrew Carter acarter@lomanco. com Technical Representative Andrew Carter Address/ Phone/Emafl 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco. com Quality Assurance Representative Andrew Carter Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco. com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certlflcatlon Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami - Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method i Option A https:/ ANww.floridabuilding.org/pr/pr_pppjtl.aspx?param =wG EVXQwID cis FgPhXouzz9PGbeVjdii(Ek7oGQ6zyYnm k%3d 113 4 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Coda Online 09/30/2015 10/06/2015 10/09/2015 08/16/2016 FL # I Model, Number or NaMe Description 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to applicable building codes for required ventilation, 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be installed over composition shingles roofs only, 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. 3792.2 1730 Roof Limits of Use Approved for.use in.HVHX: Yes Approved for. use.outslde HVHZ: 'Yes mIpact Resistant: N/A Design pressure: N/A other: 1. Refer to.appficable.building codes for required .- ventilation. 2, Lomanco's Model 730,750,7.70 Roof Louvers, shall comply with applicable building code, 3, Lonianco's Model 730,750,77.0 Roof.Lduvers shall not be installed on -roof mean heights greater than 33 feet. 3792.3 1 750 Roof Louver Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792.4 770 Roof Louver _.. Limits of. Use Approved for.use in-HVHZ: Yes Approved for use. outside HVHZ..Yes Impact Resistant: N/A' Design Pressure: ;N/A Other: i..Refer to applicable building codes rtW required .. ventilation. 2,.Lomanco.'s Model 730j750,770'Roof Louvers shall:coinpiy with applicable. bufdfng code. 3;1,9manco`s ... Model 730,750,770 Roof Louvers shall not be -installed on roof mean heights greater than 33 feet. . 3792.5 -__ - 1 770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA ] 1- 0602.02.odf Quality Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602 02 ndf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02,odf Created by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate F0792 R8 C CAC Lomanco 706 Series - NOA II- 0602.04.odf . Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 R8 I co 700 Series. O 0602X4.odf Verified_By: Miami -Dade BCCO -'CER Created by Independent Third Party:, Evaluation Reports - . . FL379b R8 :AE.-Lomanco 700 Series - NC Created. by independent' rhf rd Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Serl s - NOA 11- 0602,04.0f Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602 04 pdf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602 04 ndf Created by Independent Third Party: Yes Aluminum' Roof Louver Certification Agency Certificate i 1_3792 R8 C CACLomanco' 700 Series - 0A 11- 0602: 04 bdf Quality. Assiir"ance Contract Expiration ,Date 08/ 16/2016; . Insta llation .Instructions FC3792 118 II Lomanco 700 Series- NOA 11-0602 04 pcif Verified By;- Miami -Dade. BCCO - CER Created by Independent Third Party. EValua" n Reports FL3792 R8 AE Lomanco 700 Series.- NDA 11-0602 04 ndf Created by independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 RS C CAC NOA 15-0709.09,odf Quality Assurance Contract Expiration Date 10/ 04/2020 Installation Instructions FL3792 R8 II NOA 15-0709.09.edf Verified By: Mlaml-Dade. BCCO - CER Created by Independent Third Party: Evaluation Reports https:// www.foridabullding.org/prlpr_app dtl,aspx?param=wGEVXQwtDgsFgPhXouzz9PGboVidil(Ek7oGQ6zyYnmk%3d 213 4/28/2017 Florida Building Code Online Ft_3792 R8 AE NOA 15-0709.09.pdf Created by Independent Third Party; Yes Contact Us :: 2601 Ulalr Stone Road, Tallahassee FL 32399 Phone: 050-487-1824 The State of Florida Is an AA1EEO employer. Cooyrlaht 2097-2013 State of Florida.:: Privacy Statement :: Acresslblllty 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-reconls request, do not send electronic mall to this entity, instead, contact the office by phone or by traditional mall. [f you have any questions, please contact 850.487.139S. -Pursuant to Section 455.275(1}, 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 smalls provided may be used for official communication with the licensee. However email addresses are public record, If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public, To determine if you are a licensee under chapter 455, F.S., please click helm`. Product Approval Acceptsi KJ 50199 ` 7. Si'Ct11'1 7'METAICS httpsJ/www.floridabuilding.org/prlpr app dti.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeVjdikEk7oGQ6zyYnmk%3d 3/3 M IAMI, MIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miawi, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.iov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA. is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Mianu-Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code -negatively affecting the perfonmance 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 No. 15-0831.07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez MIAMI-DADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/ 16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) _ Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test A egncyTestIdentifierTestNameDate Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRI Construction Materials LOM-013-02-01 TAS 100(A) 05/21/67 Technologies RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 rtwMi-oaDe couN r Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attaclunent of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge Iine to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent'is centered over vent hole. Fasten the base to roof decking with 1 %a" aluminum annular ring shank nails. With the first nail 1%" from roof louver end and a minimum of 6" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 11/4" from roof louver end and a minimum of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see. 700 Series louver roof vent profile drawing). Seal all.seams and nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 HAW DADS COLRV'IY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradenanie: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and miderneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply 1/2" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between.the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,7501750-S, 750-E, 770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 4. Lomanco's M0de1730,7501750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. MIAMR ADE COUNTY NOA No.: 16-0510.28 . Expiration Date: 08/16/21 Approval Date.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A I NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval. Date: 06/3.0/16 Page 5of9 DETAIL B NOA No.: 16-0510.28 Expirations Date: 08/16/21 Approval Date: 06/.30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTFNF,R NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C TT A TT n Florida Building Code Online BCIS home- I Log In i User Registration I Hot, Topics- i Submit Surcharge ! Stars & Fac ball Product Approval iE4 USER: Public User x 4o r Product- Approval Menu > Product or Aaolicatinn SParrh > Aectication fist > Application Detail FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved FBC Staff i BCIS Site Map I Links I Search Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mttipas,@interwrap.com Authorized Signature Eduardo Lozano eloz6no@interwr6p.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 . 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments 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 Nierninen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence E41527 f R2 COI 2015 Ol COI Nieminen Rdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code littp://,rww:floridabuildiiig.org/pr/pr_app_dLLaspx?param vGEVXQwtDgv3yVVKTZIQRAdhyl2u8kQGQyljaHbVeiOpVSv wSdCot2%3d/3d[9/24/2017 1 57: 9-PM]__ . Florida Building, Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summaryof Products 1507. 2.3 1507. 5.3 1507. 8.3 1507. 9.3 1507. 9.5 T1507. 8 Method 2 Option B 04/ 28/2015 04/ 29/2015 05/ 04/2015 06/ 23/2015 FL # ( Model, Number or Name Description "` ' 15216. 1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Installation Instructions Fl 15216 R2 II 07 5 04 FINAL FR IHT RL^CRAP RHINORCOF FI 1 S716 Approved for use outside HVHZ: Yes R2Tpdf Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports FL15 16 RZ A OI S 04 FINAL ER INTERWRAP RNINOROOF F I 1 F R_ 2Todf Created by Independent Third Party: Yes Contact Usti: _25U1 81air Stone Road Tallahassee Fl- 2 9 kbQ-n • 850-487-i824 The State of Florida is an AAfEEO employer..Copyraht 2007-2013 !its1te of Florida :: arivacv sta t .m nt :: A hllty Statement :: Aefund Statement Under Florida law, email addresses are public records. If you do notwant your e-mail address released In response to a public -records request, do not send electronic - mail to this entity. .Instead, contact the-office,by phone or by traditional mail. If you haveanyquestions, please contact 850.487.1395. *Pursuant to Section 455.275( 1),. Florida Statutes; effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have. one. Theemalls. provided may be used for official communlcadon with the licensee. However email addresses are public record'. If you do not wish to supply a personal address, pleaseprovidetheDepartmentwithanemailaddresswhichcanbemadeavailabletothepublic. To .determine if you are a licensee under Chapter-455, FZS., please did here . - Product Approval Accepts: Credit Card Safe bttp:// wwnt,. floridabudding.org/pr/pr_app_dt .aspx?param—.YGE VXQw2Dgv3yV VKJL 1QR-AdIryl2uSkQGQyIjaHL\{eiOpVSxxwSdGoQ%3d%3d[$/2412U 17,1 a7:59_Plvi] . 19 I .ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada SCOPE: EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203)262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 This Evaluation Report is issued under Rule 61Q20-3 and the applicable rules and regulations. governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance, of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle, ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity,) ERD Evaluated"may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer, or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The: facsimile seal appearing was authorized by Robert Nieminen; P.E. en 04127/2015. This does: not serve as an electronically signed document. Signed,. sealed ha: dcopies have been transmitted "to the. Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE:. 1. Trinity] ERD does not have, nor does it Intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof,: is/was used for permitting or design guidance unless retained specifically for that purpose. TRY 19 1 I E D ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3,T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling; Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Eafty Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof under!ayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoofU20 Yes No Na Yes I 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 11 or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design,LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 t RINITYI ERR 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure <_ 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate Lap configurations and/or the use of sealant under certain conditions. For exposure _<24 hours, use of every -other fastening location printed on the surface is acceptable. for exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens ;shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having. Jurisdiction in order to properly evaluate the installation of this product: S. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY Ass URAN 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 FL15216-RZ Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhInoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 y- g I I # ERG EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada The facsimileseal appearing was. authorized by Robert Nieminen, P.E. an Z/27/2015. This does not serve: as an electronically signed document Signed, sealed hardcupieshave been transmitted to the Product Approval Administrator and to the named. client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or, distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen„ P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 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. Ty ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking. Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability; Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered po..lymer woven coated synthetic roof underiayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering., 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER.OPT16NS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics -noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 F1.15216-112 Revision 2: 04/27/2015 Page 2 of 3 4 } a TRINITY ERa 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-S/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) taps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey— QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design,LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florida Building Code Online BCIS Home ; Log In 1 User Registration i Hot Topics Submit Surcharge Stats & Fac jitliirtfi a"!I Product Approval a + " USER: Puhlic,User Product Approval Menu > Product or Alir_ation a ctt > Application 1-1st > Application Detail FL # FL5444-R10 p PP Type ApplicationTeg Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer CertainTeed Corporation -Roofing Address/ Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 mark. d.harner@saint-gobain.com Authorized Signature Mark Harrier mark. d.harner@saint-gobain.com Technical Representative Mark D. Harrier Address/ Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark. D.Harner@saint-gobain.com Quality Assurance Representative Address/ Phone/Email Search Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License. PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 R10 COL 2016 01 COI Nieminen.pdf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 hops:// www.floridabuilding.orglprlpr_app Otl.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d 1/2. 412812017 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved ry of Products t Florida Building Code Online Method 1 Option D 12/08/2016 12/14/2016 12/15/2016 02/07/2017 FL # j Model, Number or Name 5444,1 ( CertainTeed Asphalt Roofing Shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Refer to ER Section 5 for Limits of Use i Description" 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural j asphalt roof shingles Installation Instructions FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt f Shingle FLS444-R10.Ddf j Verified By: Robert Nieminen, PE PE-59166 Created by Independent Third Party: Yes Evaluation Reports i FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt I Shingle FL5444-R10 f i Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibiliv Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not wantyour e-mail address released in response to a public -records request, do not send electronic malltothisentity. Instead, contact the office by phone or by traditional mail. Ifyouhave 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. Theemailsprovidedmaybeusedforofficialcommunicationwiththelicensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approva l Accepts: t45t — Credit Caro, safo recur!: Y- METFUC§ r https:// www. floridabuilding.orglprlpr ppp_ d.aspx?param=wGEVXQwtDgtahlg07CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d 2/2 TRI MY iCKL) r EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certyicate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.1.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert 1.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nieminen,. r P.E. on 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Adminlstrater and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 1i TRINITY E ERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and 51h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6,1 Wind Resistance ASTM D71S8, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99N K26506 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/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL(TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC ( TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4796334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/ 09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532. 09.05-1111 CertifiYate of Authorhation p9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 1y it TRINrrY EERD PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XTT' 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont`", Carriage House ShangleO, Grand Manor Shangle®, Landmark", Landmark'" IR, Landmark" Pro, Landmark'" Premium, Landmark`" TL, Landmark"" Solaris and Landmark— Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential ShakeTM IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate— IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity)ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables'1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vasa = 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 NIP 1 adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to VW = 150 mph (V It =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasd = 150 mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report. and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certif sate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. TRINITY i ERD INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 I CT20—! XT'" 25, XT`10, XTT- 30 IR: ' LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" F —(3305 mm) 305 mm)— —(305 mm)— 1-1"(25mm) Sealant 1"(25mm) 5112'`to1 &(V"Maod pent: METRIC 1"(25 mm) Sealant 1" (25 mm) STEEP SLOPE Use four nags and sLx spots of asphalt rooting cement* for every Tull shingle (Figure 11-4), Asphalt roofing cement meeting ASTM R4586 I'yPe II is suggested. I Roofing Cement Apply 1" (25 man) spots of asphalt roofing cement under each tab corner. Figure 114- Use four nails antisix spot ofasphall winent on sleep slopes. CAUTION. Excessive use of roofing cement can cause shingles to blister. Figure 11-3: Usefournallsforevetyf gsbingta• 6.4.1 Hip & Ridge for CT20'" XT— 25 XT'" 30 XTt" 30 IR: Cut Shingles SOnm) --Remove-. 51.•- '2" 1 It 11 11 t11 I _5,_ f72^ (305m)'`` y———— i———— f—— — —} L„ ( 125mm) `i s ae 5 ml Cap Cap Cap 305 mm) as L Shingle Shingle Shingle I $ Figure 11-24:.Cut tabs, it wn lHn, back to wake cnp Shingles `1A6 Nor good P Gngllsh dimetrslons daunt). l5 I Figure Il-2.5: Inslalkrllon of mps along the Gips and rulges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1' " adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certificate of Authorization d9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-Rif FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 1" • t TRINITY `ERD 6.5 ARCADIATM:. LOW AND STANDARD SLOPE STEEP SLOPE I.-ise Six nails for even, full shingle located us shotcn helow.. I f2", r:ml I't25 imal —• I+ Nail Li; Nail I NO Ur., I Figare :3: fare six xralsfie ecuri' frill shinglu. lise SIX nals and FMR spots oLcsphalt roofing cement for awry full shin,'Ic as shown hel(m.,pply asphalt roofing cement l"(25 auu) from edge of shingle. Asphalt roofing cement meeting .011 1) 4586 I'vpe 11 is S11T es(ed. 6.5.1 Hip & Ridge for ArcadiaT": Cedar Crest'", Cedar Crest" IR n1m1—I -- f;anv.j: Cso si.r urfils and font• spots ofasphiftl roafil , content un sleet') slopes. 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 Y4-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 -seat 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. 95 Hand -sealing adhesive 44 4' 314" — I.. — Dab of asphalt cement betweell shingle layers Exterior Research and Design; LLC. Evaluation Report 3532.09.05-R11 Certificate o/Authorization ii9503 FBC NON-HVHZ EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 5 of 12 6.6 LB ELMONT'm: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every fall Belmont shingle, located as shown below. sa`ifurr,n) O Addsiccsisi rags i' -Fv'irttc TRINITY ! ERD Steep Slope (greater than 21:12): Use. SEVEN nails and EIGHT spots of asphalt roofing cement- for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below_ Asphalt roofing cement ineeting ASTtvI D4586 Type II is suggested. 1 A 7'!?Srmr \_ uu,..,_ — .. Rooling uvn. i 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: Shallgle" RidRe. 18' Exposure Remove tape Sthe from the right side and fasten EGOND F5 RIGHT FIRST -iR`1 LEFT Flgrtre 17-19: Installation-Of'Sliangle° R1rlgc sbin(,lec on hlpsand rggec. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPJTM adhesive or Henkel "PLOPolyurethaneRoof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.0S•R11CertificateofAuthorizationp9503FBC Evaluation EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE®-AND GRAND MANOR SHANGLO. - LOW AND STEEP SLOPE tsse seven nails :md three spois of ;1.gihali roofing cenicii( w every fill (;rand F1:uior Sh:w{ Ic. t'se lies nails :tnd dirge ;+pots of asPhnh rnohng c miew firm evert hull Carriage 11mise Shaiigle'and Cente mial Slate. Apply:tsirii:tit ro4mg cement 1" (25 mm) from tslge of shingle fture 77 _S). Asphalt r04)0ng cc•nwnt mcet(ng A$1'211 D-1586'I1pe II Is suggested. STANDARD -SLOPE l ye five. nails for eveiv full Shan Je. J 25 nun) I (25 aimi 5lt3" 8 5l i" 16 nun) 220 n ln) Figlrre 17- is 6`se jtttz malls1hr every fillGrauM 31aitor Spangle, Can Cage llixnso ,1'Lamgle. ur C,'iaNenuial.Slate. TRINITY i ERD if? - 3H mu! er less _t•• 25 mm) rFigure 17-.5: INA m fushilling G'randSHur+arSfra rgler wt4 ep slolw. rose aerim writs and ILrea zpnfs rfaspliall ror fing cenj ew. Hip & Ridge for Carriage House Shangle" and Grand Manor Shangle: Refer to instructions herein for Shangle" Ridge hip and ridge shingles LANDMARK"" r'LANDMARKt'"'IR,LANOMARK`"' PRO, LANDMARKi"" PREMIUM, LANDIVIARK',"'.TLr LANDMARK'"' SOLARIS, LANDMARK*"SOLARISIR, NORTHGATE LOW AND STANDARD SLOPE NIETRK DII'AENSIONS 17' 143/4" 12" 305 mm) (3J5 mm} (305 mplj - 1 ( 25 mn4 Rel dse Tape i (25 mm)-. I --- Nailable Aial LANDMARKTL NorthGate: 131/ 2" 13" 1342." r--(343 mm)----(330 mm)-- --(343 mm)-l I +.....1" ( 25 mm) 1" (25 nrn)-- Agum l; 4: t::+'e four uarlr,/br erer1 frill slrilrg(g. 5{'IL5 knR.146, art 12" 141, 141 I .- f X5 mm) -+- r— (375 nun) 3' 3a5 mm, i I i N aii u: its I';'25} Ppe`rallru 1/1- ras'ermi Ir.e Nalling araax for low and s(audard slopas (Pom 2:12w 21:12), Nal detmatm as 5E;nVn ahnre. Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate oJAuthorizaiion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/ 08/2016 Page 7 of 12 TRINITY i ERD I STEEP SLOPE U e six nails :ntd fate• spots of asphml( roofing cemem for every full LANDMARK TL Laminated shingle. see: betow. Asphalt roofing cement should ,,eel 4,61"M U4586 WI)c 11, ;yfpty I" spots of aspiud( roofing cement uncle each corner iln(I at ;tbcru( 12" to 1_3" to from each edge. 131/2" 343 mm) (330 mn1) (343 mm) METRIC DIMENSIONS x+1 "(25 mi) 1 "(25 mm)--j 12"— I j 305 mIA) (375 mm) (305 mm) 25 mm) - (25 mm) Roofing Cement. RelTape 1 ( 25 mm) -1 easeNail area } f— - else -- f For Sleep i Figure. 73 S: Use, six nails andfo ur spots of 25 mm)l I — w 1" asphalt toofingcementon steep slopes 25mrn; Roofing Cement NorthGate: STEEP 12" 14-314" 12" SLOPE + (305 mm}-•- (375 mmj-} -(3q5 mm} NAILING AREA1 17. NaiGn Lunits 1"(25 mm) bet=,veil I aver 1"(25 mm}--.- nalines. Nailing areas for steep slopes (greater than21:12) and "Storlt} Naillny" Nail between lower 2 nail lines as shown above. 6.8. 1 Hip & Ridge for LandmarkT"' LandmarkTM IR Landmarklm Pro Landmark'" Premium Landmark'" TL Landmark'" Solaris, Landmark- Solaris IR NorthGate: 6.8. 1.1 Option 1: Shadow Ridge- or NothGate Accessory t 2• g7/a' 305mm) (250mm) 6 `t'— 61—415/16' 415/16' 150mm) I ( 150mm) (.125mm) (125mm) f Notch for Notch for Centering Cantering 12 131/ 4' 305mm) tNotches far AI' nment to 337mm g ( ) Notchesfor Alignment to Edge of the Prevbus (t84rirrm) the Top Edge of the Previous 75/gL. .-I 5'(125mm) Exposure Capfer5578'{i4lmnt)&posure (196Imm) I.— —# EnglishDimension Metric Dimension Shadow Ridge" Shadow Ridge'"" Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #gso3 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 l TRINITY! ERD 9 27r32. L I?iv l lm Item) Cerium; - Pblch 8 5/8"-+s-651d" e { 768 mm)i (168mm) 13 1/4- e 1 33Tn' ir) I Centering Alignth„e t Notch diti; ( i. lop T5!9' 13 ti4" it Cal JC (337 mm) A i' 104met) `Align iheso par7tjUsi~tirstti7 5/8` notches to top (194 fnrn) edge of f previous course. NorthGate Ridge NorthGate Accessory t2" 30smm) Laying Notch Ir I II ii I I i Figure 13-20: Use laying nok iw to center shingles on Gips rmd, rid . - as, and tobeak the correel exposure. 6. 8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastico 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'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 i TRINITY ERa 6.9 PRESIDENTIAL SHAKE`11, PRESI[)ENTIALSHAKE"' IR, PRESIDENTIAL SHAKE TLt"', PRESIDENTIAL$OLARIST°': LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For s(elep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1' diameter spots of asphalt roofing cement under each shingle tali. Alter applying 5 nails in between the nailing guide Nees, apply 4 nails 1" Guido ones Nailing i' 40" above tab cutouts makulgcertain tabsof overlying shingleeover naiLS. 1016 mill) I(1:53mm} _ 14114" mm) (362 mm) NOTE: Apply nails on painted guideline. Figure 164- FasteningPresidendal and 17esidential TL Sbake shingles on lam and standard slopes. 1 V diameter asphalt runfing cernent Figure 16-7.: Fastening Presidenttal and Prrstdenttat T/L Shake shingles on, steep slopcts. 6.9.1 Hip & Ridge for Presidential Shake". Presidential Shake— 1R Presidential Shake TL'" Presidential Solaris'm: 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." rasten each accessory with two. fas- teners. The fasteners must be 13/4" long or longer, so they penetrate either 3,4Y Intothedeck.or completely through file deck. Presidential accessory comes in t vo different sizes: Accessory produced in Birmingham,. AL'is 12` x 12"; Portland, OR produces 97/8" x 131/4" accessory. 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'` adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6. 10 FfiAfiTERAST"": LOW, STANDARD AND STEEP SLOPE: I' - I t?ylnxn) i2:itilnm) {23tlnm) ("1Jtlmm) 1-( 230 trim) (8V nun) (2.30 min) (2,10mm) 25mm) _ _ 2511101)_-( 25mrn) `( 25rnmj_ lAOI., l40 min) 09'Ccmenl-- - 4igun, / 5. 1` rintr•ging llarfarfT,lAin(dm nn.StMp.Vnliy 1' ig/fl't' /S,j: {llifl llillg l(tt1iCMJ,1•(iil(SIPf 07) For steep slolx• , Uie rive mills :ind eiglu ;pas or asliiwt r,vfin Cl' inen( tot' rich Ilia n:ittl'I IF'.511111gle as shown nhow. Alyfi' I- If 11'«tlfi.5'1Rlrtipltl.t%pllP.r f11h"If dl uullt`r spuls of oaring.cen),411 (,LITIN a 45a6,AN II For Itns mid standard slopes, use tic nails for each full 511rMstcv0 under tarp nil, cn1 nO fans,1lunee torn pl a e; do nor llauei; u shingle as .Hawn nho"x. espnse C,011ut. Qtrr1( 1Fi; Trio much rya(ulg.aunrm can rwsc st,jogh:a iu blirier. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 J TRINITY 1 ERD 6.10.1 Hip & Ridge for Hatteras'"": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14 18 tbme piece units separate -to make 54 Hatteras Accessory shingles; 6.10.1.2 Option2: Cut Hatteras Shingles 911 23U nlm} I I I I 8 18" (460"It) gosh 4. 460I'm, Cap CapCap Cap Shingle Shingle Shingle Shingle Figure 15-20. Cut Hatteras shingles to ranks saver cap. Ftgure 15-21: Installation of caps along hips and ridges, 6, 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NPi'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 DSLATE'""IR HIGHLAND'SLATE ; HIGHLAND. LOW AND STANDARD SLOPE: STEEP SLOPE: t1se: NnT nails and E.W.11T spots of a,phait roofing cement" for each um" t o full n,ghland slate shingle. ror Ntiami-Uade, six nails are required. Apply 1' diameter,spoLc of asphafrroo iagccmeut under each tab. r5' nt astmn) .I corner. Asphalt roofing ceinen(Resting ASTht D453611pe II b suggested. svx izal.„ off r>w 1 i 1 mo l t240 nu+ Attains - Pale requNes, Six nalk 1l,4o71Nf9 i'r15 min) , inelnZ019centeriuloW U Jvwl).s thint-De sq 'rn 7-'tlSrrinj IxfiMar ' j1Jai' 1 Frguru 1 t-3: Use FI M nark for every Higbtasd Slato sbingta rt^ hn5ed ner 4lg Cement,' a; tat ct rlwun) -- Rodf ftura. 11-3a:. Use rrVE nalk and eijbi spots o faspbalt roofing comein under eacb.tab cornet CAU71ON: Excessive use of rooting cement can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland SlateTM, Highland Slate'' IR: Refer to instructions herein for Cedar Crest'"', Cedar Crestt"" IR or Shangle Ridge'"' hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization A'9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/03/2016 Page 11 of 12 mt'fINITY ERD 6.12 PATRIOT`"': LOW AND STANDARD SLOPE STEEP SLOPE Lise. FOUR w1ils fur cvviy lull stria(de locoed as shown. bolo«•. WWII i i.`:f, mni t3.i?cvsl 731^!ml i'.wlr.,ni Use 1'01(t nails and four suits ofasphah cooling cenumt fore?rn full shin le;t5 shitwn hcJo% Asphalt ior fiug cemeui nu'cting 151',\4.f)+BC Type fI is su ;osied. Ahllly 1'(li nott) slwls of asphalt rrao iag ecnuad :is shuten. CAUf10\: I;a:essice use of roofili, cenx'nt can cnisc sliingtcs to blister. rl;l± ` IaSmi 7, 7 il`n rmt I • Floating Cement FsTnnj i33?esc; tie rn) 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 1S07.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Certificate ofAuthorizatior? k9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11; 12/08/2016 Page 12 of 12 f Tf \It 11` 1 Ef\D EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity[ERD Evaluated" may be displayed in advertising literature, If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity) ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. 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. 5. This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TR.INIIY ERD ROOFING SYSTEMS EVALUATION: I. 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 5" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2,6.1 Wind Resistance ASTM D71S8, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL(TST 1740) ASTM D3161 05NK07049 04/15/2005 UL(TST 1740) ASTM D3161 05NK16778 OS/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL(TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM 03462 IOCA41303 10/07/2010UL(TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL(TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 47873803S6 10/26/2016 ULLLC (TST 9628) ASTM D3462 47873803S7 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, I.I.C. Evaluation Report 3532.09.05-R11 Certificate Of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY! ERa 4. PRODUCT DESCRIPTION: 4.1 CT20'",,XT'" 25, XTT" 30 and XTT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles, 4.2 ArcadiaT", Belmont'", Carriage House Shangle®, Grand Manor Shangle®, Landmark", Landmark TM IR, Landmark'" Pro, LandmarkT" Premium, LandmarkT' TL, Landmark Solaris and LandmarkT" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'"" IR, Presidential Shake TL'" and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slater" and Highland Slate" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 PatriotT" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow RidgeT", 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: SA This is a building code evaluation. Neither Trinity)ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1S07.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to V"sd = 150 mph (V,I, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge; Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vwd = 150 mph (V„(t = 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 Fisted in Section 4.1 through 4.6 (except Presidentiol Solaris-) exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasa = 150 mph (V it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certlflcate ofAutborhation #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturers published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20" ^, XT, 25,.XT 30, XT ; 3.` TM TM TM O IR „ ... - LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 105 mrn)— -(305 nm)- (305 nun)— 1"(25mm) _ Sealant 1"(25mm) « 5 s/W' (115 mrn) 1 5 i&,forAui4 Plant T METRIC T 13Va" - . t3 /a" 13ys" i 1"(25 Mal — Sealant 1" (25mm) 6 [a'., Te T Figum 11,3; Use four nails for etr7full sbtngle.. Use four nails and six- spots of asphalt roofing cement* for every full shingle ( Figure 11-4). Asphalt roofing. cement meeting ASTM U4586 Type If is.suggested. Rooting Cement Apply 1" (25 rnfn) srols of asphalt roofing cement under each tab corner_ Figrire 11-4: Use four nails and six spoti of aspixill cement on steep slopes. CAUTION: Excessive use of roofing cement can cause shingles to blister. 6. 4.1 Hip & Ridge for CT20'", XT"" 25 XT'"" 30 XT' 30 IR: Cut Shingles 2 51" (I r 1+2" (50 nun) Remove r ulil t i J Cap — cap (m) ShingleShingle. Figpra 11-24. Cut tabs, tlx ri lrlm back 16 make cap dlihrglas Bngllsb dimensions sbouvr). 5 12."(365mm) 125 mml r .- -• ' _:; god m` lo,N°Ooc1 Figure 11-25: Instalkation of caps along the hilm and ril/gas. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastice NPl'1'1 adhesive or Henkel "PLI Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-1111 FL5444- R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 ARCADIAT"": LOW AND STANDARD SLOPE Use SIX nails for evvill full shingle looted as shown helonv t' (5 nan) 1- (25 mn) -- haills a I trail Nall ln z F'lgrrre a- Gsa si.r nails frir crerr fir/f shingle. j TRINITY E ERC3 STEEP SLOPE Use SLF. nails :wd F0(1R .spots of asphaft roofing cement for cs'cls full shingle as shown helmw apply asphalt roofing cement 1"(2i mat) from edge of shingle, asphalt roofing cement ntrchil; ;LST1[ i) 4586 Type If is sug6esicd. Fqmv it bee six twits and.ino• sImta of aspbldl ro" f ng ecrnvii(on steep slopes. 6. 5.1 Hip & Ridge for ArcadiaT"": Cedar Crest`"', Cedar CrestT" 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 Y.- 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' NPl" 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. r 8 1 05 Mori) = c— — E20P rn rE +I' suExterior Research and Design, I.I.C. Certificate of Authorization #9503 FBC NON•HVH2 EVALUATION Evaluation Report3532.09.05-R11 FL5444- R10 Revision 11: 12/08/2016 Page S of 12 6.6 f BELMONT'm Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle,. located as shown below. Ilr""1';35;rrri ti I-.—.i•-r25r-i 0.4cmitiumf ails if rca-nr_e 5mm,) Tt INI 1 Y I i ERCU i 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 ASTE1 D4586 Type It is suggested. F(25mn—mil h Fc I reRi 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 l2°— 18• Exposure Remove tape from the right side t"/g• and fasten SECOND Fasten thef le(tside VA'RIGHT Rhiis Tape FIRST LEFT Fl,gltre 17-19: Installallort ofShaiigle@ Olga sbingles Figure 17-18: Sharlgleo Ridge. on blps and ildges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1` adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111CertificateofAuthoriration #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGEHOUSE SHANGLEI ANO&GRAND MANOR SHANGLE®: crssa crnas LOW AND STANDARD SLOPE USe Rive naiLs for every full Shangle. 5N" 8 51R" 16 mill!wool LC22t mm) ligum. 17 1 Ise firtr arils for emery fill Hraftl flora» 5'h urg/c, f an i tge Manse 1'buugle. t r C.i,weaelal.tila& TRINITY ERD Lse seven nails ; ad dirm spots of asphalt roofing cement. for every full Grand ;Flanor Shangle. use. rive nails all([ laree aiol5 of aspllall roofing cement for eyery fill Carriage Boise Shangle and Centennial Slate Apply asphalt roofing cement V (25 111111) [mill edgl9 Uf slllligle E/grore 17.5). asphalt roofing cemena electing ASTV1 D4586"tSpe It Is s4geitUL t.. Ot IiSY -rl Srb" lam) d'igii za R4: WF rn iiislellfag {,innrl:l/anc, ,Cb»ngl[tc ea slee/i .doliff— use serea rants and ibree spots q/a pball'trrofing ('enrent Hip & Ridge for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANOMARKTmi; LANDMARKT7 IR, LANDMM ARK"m PRO; LANDARK'` PREMIUM, LANDMARKn TIL IANDNIARK'." SOI. A!1 ,, LANDMARK'm SOLARIS IR,NORTHGATE LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" Ih31a" 17, 1--- 005 rem)--- -(375 mm)- —(305 rem)--{ I ( 75 moil Release Tape 1 (25 min} Nailahle Area LANDMARK TL NorthGate: 13112" 13" 1411t" 043, rem) —(330mm)--(343rem)--j 1" (' 25 rem) 1" (25 u1m)—" — Figure 1,1.4: f.;se f er nails fir tv-eq frill sGingle. I, natic IZ` 1a r4^' ,2, KREA 1305 r»mt — 4— 1375 mini — 305 „m) _I T Naiing Lv its' C ( 25:wq) pp rnailno- lawer nai Lie. t.. ( 2iar)—• L Wiling arras fatlow andstandard slopes (tram 2:1210 N'.12) Mal Satimin uPpet d I-eer Ines a s'uwi ahovo. Exterior Research and Design, I.I.C. Certificate ofAuthoriiation #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-1111 FL5444- R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Usc six n:liis Mill four spots of asphak roofing cement for every Gill hlninittcd shingle. See below. Asphalt roofing cement Should nice[ 4ST1i 1)4586 Type 11-. Apply I' spots of ;usph;>lt ro0(ing cement uncle each corner and about 12" to 13" in front caci[ ecine. METRIC DIMENSIONS 12"——1431c"— --_ 12"_—• 305 +m) (315 mm) (305 mm) Release Tape i Nap Ate0a._1 for Steep- 1,—`It— i Roofinu Cemeni t I RINITY I ERa LANDMARK TL V 25 m 1" mm) Figure 13-5.' Use six natls.andfour spots of 1 " asphalt toofittg cement on steep slopes min NorthGate: STEEP 12" 14-34" 12" SLOPE I- —(305 mm) (375 rn ' 305 MmMAILING AREA t Nailingg Irimits mm) behxaen wee 1"(25 men} pall rf20S. Nailing areas for steep slopes (greater than 21:12) and "Storm,Nailing" Nail betiveen loaner 2 nail lines as shown above. 6.8.1 Hip & Ridge for Landmark'" Landmark'" IR Landmark'"' Pro Landmark" Premium LandmarkT" TL Landmark`" Solarls LandmarkTM Solarls IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge"" or NothGate Accessory 12' 305mm) (250mm) I 6' 415/1G' 415/IT— 1.50mm) momm) (125mm) 025mm) t Notch for Centering 12' 305" Notches for Alignment to Topthe Edge of the Previous Cap fors i25nun) Exposure 1 English Dimension Shadow Ridge"" Exterior Research and Design, L-C. Certificate oJAuthoriration #9503 FBC NON•HVHZ EVALUATION t Notch for Centering 131/4" t 37mtn) Notches forAlignment to 75/8' the Top Edge of the Previous t m) Capfor55A"(141mm)Ezpusuta Metric Dimension Shadow Ridge'" Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 9 271"2: 1 til6` (125 inns} Gcrh:tls a PJcicb 1317 mni10 l I Nlgn fhe3:f : r Mali c ntop {: 7 51R, J ; {t94 mro) p:nmtltlsrih:rsr, NorthGate Ridge t 1wRl%IpTY ERD 13 1/B° f-----(333 mm)--_._ I (168mm)! (168mm)I 1 Centering 131/4' Notch 1 337 mm Align these 5/8. notches to top 7 194 nun) edge of f previous course. t NorthGate Accessory 12" 3p5min)I Laying Notch Y Ak4te 13-20., Use.taying notebees to center shin& on hips and ridges, and to laeate'Aw eonvel ezposum. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NPV` adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report3532.09.05-Rll Certificate Of Authorization a9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY j ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL. SHAKETill IR' PRESIDENTIAL SHAKE TLT"", PRESIDENTIAL SOLARIS'""' LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes; use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below, apply'l' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the nailing guide ('ales, apply 4 nails 1" Nailing . 40" ----.{ above lab cutouts malting certain tabs of overlying shingle coder nailsGuidoLines (1016 mm) 5 tni P33mm) 14114" 1 ll2' 38 ntrn) (362 mm) NOTE: Apply nails on painted guideline. Figure 1,14- Fastening) rni ten lial and Presidartial TL Shake shingles on tom and standard slopes T 1' diarneturasphait roofing cernent Figure 16-7.• Fastening PrWdenttad and hwidenitad TIT Shake sbingles oil steep slopes. 6. 9.1 Hip & Ridfae for Presidential Shake—, Presidential Shake'" IR Presidential Shake TL`"' Presidential Solarls' ": 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 thin 7" from the bottom edge of the "tooth." Fasten each accessary with two fas- teners. The fasteners must be i 3/4" long or longeri so they penetrate either 3/4'-Into the deck or corupietely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,. AL is 12"*x 1'2", Portland,_ ORpfoduces 97 8" x 131/4-" accessory. 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1 " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest`" IR hip and ridge shingles. 6. 10 I••IATTERAS m LOW, SUNDARD AND STEEP SLOPE: y.._._......... y... 230 mill) f23D m n} I wf),Tirn) 1 (7.30 niul) 25inrn) _( 25mm)_I yam•. 14U, mm) i' i(rrm i%,: fin7i'uln(!/nllemi .l'Ghrglrsar rnF and .r/nnrtrn'rl ,lgl nc. For luu• and .I:mrtu'd sinus, use 11M nails for each full Ilauerts sfiinglc a; sixiuu al)uer. Exterior Research and Design, LLC. Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION l.. mni I nna M Figrnia is.- r""fouinp ihtllYrrtr.t'!u'gtlC.l en .Qnl P.Vdjws For u<c firo nails and eight .;tins of asphalt roofing ccnieitl f6rctrh [till 1141( tas iltin;le:u shun'dahore- Apply I- 25atnd' i8auu$er,lw.; otronrig'C"llem (,tSrsf 1) iisti, T1ik ff wg; eaesl) uluk t;tck till] touter. P ess s6higk tutu place; do ant eslurse ceuutid. cmrrioN: Tna tnueh ro(ifing ctynr.ni rill. Cameshing(r, to ])lister Evaluation Report3532.09.05-R11 FL5444- RlO Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras'"': 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 three plece ten its separate to retake 54 Hatteras Accessoay shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 6.10.1.3 6.11 9,,. 230 mn ) cap. Cap Cap II Cap Shingle y Shingle I Shingle IJ TRINITY ERD Eas e 19" (2)3 mm)I 60Imm) • Figaure 15-2o: cut Hatteras shoigles to make cover cap. Figure 15-21: installation of caps along hips and ridgm: For ASTM D3161, Class F performance use BASF "Sonolastic® NPJT1" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. HIGHLAND`SLATET!"r,_HIGHLAND SLATE7 IR _ LOW AND STANDARD SLOPE: STEEP SLOPE: Use FIVE nails and ii%trr slms of asphalt roofing cement* for each wti nsamm) — ,7o 1 hill Highland Slate shingle. for hiiarni Jade, SLY nails are required. Apply 1' diameter spots of asphalt roofing cement under each tab corner. AsphaltroodngcemenlmeetWg..k5'lblll4i86'rypcitissuggested. Figurell-•i: UseFtp3nailsforevery ltlgMandMalosbingte Pan,. ro I_ S 1 trnr'... 1 9- 1lS N iMIYCMt18 fC(I HP.l. t'ti5r1',T) ,I SI% ntilc(Avo nzlAi - - laiarzrmnler - nA: wtessho"<1 Roonnp Cernerar Figure 11-3k Ilse HVE nails and elgbt spols;ofdapbatt roofing ttmenhinder eaeb tali corner: CAUTION: Excessive use of.rooting cement can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland Slate', Highland Slate'" IR: Refer to instructions herein for Cedar Crest—, Cedar Crest'°" IR orShangle Ridge'"' hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Autharizatlon #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 11 of 12 6.12 I PATRIOT": . LOW AND STANDARD SLOPE Use 110 R nail.~ for cvery full shingle luc:tfo(j ns shiitvn bclotN. Snalanl i! irM."; 333 rrl (133 „mI r TRINITY! ERD STEEP SLOPE Lse FOOT nails MILI Blur 51)0h of asphalt roofing ccmeal for cccry full hi 10C as ;holm belna: Asphalt roofing cement meetin„:Vtihll 1)48( T). pe It is Sliggesied. Aplih 1"(25 nun) ',I)01+s of ;tsldrdl roofiue asncn l :is Shown. f: lU ION`. Excessive use of rooling cement can Cause shiagles 10 blister. JZ- 7 p: 5s*mi i o - Rooting Cement mid rti (3?atr; ,.tii5m,! 6, 12.1 Hip & Ridge for Patriot,: Refer to instructions herein for Cedar Crest—, Cedar Crest'" III, Shadow RidgeTI NorthGate or Shangle RidgeTm hip and ridge shingles. 7. LABELING: 7. 1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7. 2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen_buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09,05-RSL CertificateofAutAoriza[!on p9503 FBC NON-HVHZ EVALUATION FL5444- R10 Revision 11: 12/08/2016 Page 12 of 12 4/28/20.17 Florida Building Code Online Bcls Home '; Log In ; User Registration i Hot Topics_ Submit Surcharge I Stats & Facts I Publications ! FBC Staff '. BCIS Site Map i Links Search a Product Approval beCz.: USER: Public Userd Product ADoroval Menu > PLdyct or AAna Li _polliration Search >. olicon I,iyst > Application Detail FL # FL12194- R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/ Email 5001 West Knox Street Tampa, FL 33634 813) 249- 9743 grahman@aluminumcoilsinc,com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/ Email 5001 West Knox Street Tampa, FL 33634 813) 249- 9742 PFrost@aluminumcoilslnc.com Quality Assurance Representative Address/Phone/ Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALClSO01 Evaluation Report 2014FBC Q4 T4 Soffits.odf Referenced Standard and. Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https:/ lwww. fioridabuilding,orglprlpr_app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxA%3d%3d 1/2 4/2812017 Florida Building Code Online Product Approval Method Method I Option D Date Submitted 08/ 27/2015 Date Validated 08/ 28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/ 16/2015 Date Revised 04/ 05/2017 tummaryr_of Products FL # !Model Number or Name Description 12194.1 J'- lumunum Coils Aluminum Soffit I Aluminum soffit Panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 II ALC15001 Evaluation Report 2014 FBC 04 T4 Approved for use outside HVHZ: Yes Soffits.Ddf Impact Resistant: N/ A Verified By: Zachary R, Priest PE-74021 . Design Pressure: +80/- 90 i Created by Independent Third Party: Yes I Other: See Evaluation Report for limits of use. I Evaluation Reports FL12194 R3 AE ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf 1 Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement ;; Accessibility Statement:: Refund Statement Under Florida law, email addresses are public records: If you do not want your e-mail address released In response to a public -records request, do not send electronic. mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(.l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. Theemalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address.whlch can be made available" to the public. To determineif you are a licensee under :Chapter 455, F,S., please dick here . Product Approval Accepts: o NA Et Credit Card Safe ce 7 '• Sepp! -ktI htETRIC$` F R httpsllwww.floridabuilding.org/pr/pr_ app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAa/o3d%3d 2/2 TECHNICAL SERVICES, LL:C Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL,33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE Sr" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumeoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologiesr(TST5878) ACIX7003-02-01 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 1710.9A. 3. Soffits shall be labeled in accordance with FBG.Section 1710.9:2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the.more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance, with Rule 61 G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel See AppendixD for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of':3 This evaluation report is provided for State of Florida. product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INCCREEKSoffitsLijTECHNICALSERVICES, LLC PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the `full vent' configuration and 11.1 in2/1in.ft and for the `center vent' configuration. See Appendix D for dimension drawings. ruu yENf rurx UN 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12 inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the `full vent' configuration and 4.2 in2/lin.ft for the `center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL,SE.RvicES, 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 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t1tJ111tttti11 RY R. p4; Zo s.os.27C •ENS ' S 07:05:00No74021 04f00f O'•. STATE OF r UJ` O R 10 P •.' Zachary R. Priest, P.E. iS'S "'••"• Florida Registration No. 74021 NA"t`` Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under'this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P:E., does not.have, nor will acquire, a'fiinancial 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. 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 LiMITATiorts 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: ALC15001 a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 4-inch o:c. Fastener Fastener Fastener Fastener Location l Location l Location l Location 1 c. 16" Q4 Soffit— 16-inch o.c. Fastener Fastener Location Location t Y FL12194-R3 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. t} CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location lf- Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved Sstem N'umbers.and'Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch' Overhang with F-Channel 1' 6J-# Approved Systems for 164rich Overhang with J-Channel 24F-# Approved Systems for24-inch Overhang with F-Channel 24J-# Approved Systems for24-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. 318-inch head dia. nail, One (1) min. 3/8 x3/8-inch One (1) min. 1 314-inch long x 0072- inch dia. x min.3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced. Wood crown staple spaced 16 inch inch head dia. trim nail 40. 0 24- inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min- 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4 inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1J4-inch 48 12F-2 1ti-inch. Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced24-inch O.C. and securing each panel lap inch o.c. One ( L) min 3/4-inch x 114-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry roMOne (1) 14 ga. 5/8-inch long T nail Wood crown staplespaced:8-inch o.c. 0.012-inch dia. x min. 114-inch 48 16-inch spaced 8-inch o c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o. c. ALC15001 FL12194- R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically,addressed herein. CREEK TECHNICAL SERVICES, LLe ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection. Eave Connection System Panel MDP No. Width Psi 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 1/2-inch One (1) min 3/4inch x One (1) min. 1 3/4-inch long x- 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0:072-inch dia. xmin. 114-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16=inch` overhang with F-Channel Wall Connection Eave Connection System Panel MDR 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-9 Max. 12-inch Masonry One (1) 14 ga..5/8-inch' long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3116- 53.3spacedmax. 8-inch o.c. 4-inch o.c. and securing each panel lap inch head spaced 12-inch o.c. Max. Three (3) 18 ga. crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 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- g 53.3 spaced 16-inch o.c. p panellap inch head spaced 12- Inch c.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min.3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F- 3 16- inch Wood 1.25=inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 25. 6 inch o.c. o o 3/ 16-inch head dia. trim nail spaced 36-inch o.c. Max. Three (3) min.3/4-inch x 1/4-inch One (1) min. 1 314-inch long 16F- 4 Wood crown,staples in diamondpatternWood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 244nch 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. r 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. 11,4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T:nail Wood 1-inch leg staples. spaced 4- 0.072=i diameter finishing nait lwith min. 3H 6- 43.3 16- inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One ( 1) 18 ga. 114-inch crown x One ( 1) min. 1.75-inch x Max. Three.(3) 18 ga.114-inch crown x 1- 1-inch leg staplesspaced'4- 0. 072-inch diameter 16F- 6 16- inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail wmin. 3116- ith 43.3 spaced 16- inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systemsfor16- inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment. Fascia Cap Attachment Attachment Three ( 3) min'. 3/4-inch x 1/4-inch One (1), min. 1 314-inch 16J-1 Max. Wood crown staplesin diamond pattern Wood One (1) min 314- inch x 114-inch long x 0.072-inch dia. x 23.5 16-inch. spaced 24- inch o.c. crown staple spaced 8- inch o;c. min. 1/4-inch head dia: trip 31.4. nail spaced 48-inch o.c, ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel I{,fpp No. Width psf} Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.114-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 24F- 1 Max. Wood inch crown x 1-inch leg staples in rafter with one each panel lap Wood inch crown x 1-inch . 0.072-inch diameter 12- inch diamond pattern 1) min. 2.25- One ( 1) min. 1.75-inch leg staples spaced 8- finishing nail with min. 3/ 16-inch head spaced 801- 90 spaced 16-inch o:c. inch x 7d ring shank nail x 0.0724nch diameter inch o.c. 12- inch o.c. 24- inch o:c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal. lx2 staples,spaced One ( 1) min. 1.5- No.2 SYP 12-inch.o.c. securing One ( 1) 18 ga. 1/4- One ( 1) min. 1.75-inch x 24F- 2 Max. Wood inch x 11 ga. smooth anchored to rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. g01 80t12- inch roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch le legstaples spaced 8- 3116-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter inch o.c. 1.2-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominallx2 staples spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga1/4- One (1) min. 1.75-inch x 24F-3 Max. 12- inch Masonry One (1) 1 ga. 5/8- inch long T nail anchored to rafter with one each panel lap Wood inch crown x 1-inch 0.072- inch diameter finishing' nail with min. 80! spaced 8- inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch leg stales pspaced 8- 3/164ri h head spaced 76.6 inch ring shank x 0.072-inch diameter inch o.c. 12-inch o. c. nail 24-inch o-c. finishing nail with min. 3/16-inch head spaced 4-inch o. c- ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule.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. IiCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment. Substrate. Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18.ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F.-4 16 inch Wood leg staples in 1) min` 225 Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.a shank nail x 0.0T2-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3l16-inch head spaced 4-inch D.C. One (1) 18 ga.9/4-inch crownx 1-inch leg Nominal 1x2 staples spaced One (1.) min, 1.5- No.2 SYP 1`2-inch o.c. securing, One (1)18 ga. 1/4- One. (1) min..1.75-inch x Max inch x -11 ga; anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 T6-inch Wood smooth shank rafter one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch .o.c. and securing 3116=inch head. spaced 16-inch o.c. inch ring shank. x 0.072-inch diameter each panel lap 16-inch o.c. nail 24:inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1) 18 ga.114-inch crown x 1-inch leg Nominal 1x2 staples spaced No;2SYP 12-Inch o.c. securing One (1)18 ga.114- One (1) min. 1.75-inch x Max. One (1) 1.4 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. 1) 7d x 225- One (1)min. 1.75-inch inch. o.c. and securing 3/16-inch head. spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved, Systems,for 24-inch overhang with J-Channel Wall Connection, Center Connection Eave Connection System Panel MDP No. Width Psf) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One {1) 18 ga:1l4-inch Nominal 1x2 ring shank nail crown x 1=ineh leg No.2 SYP anchored to Three (3) 18 9 a.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12-inch o.c: securing One (1) 18 ga. _ One (1) min. 1.75-inch 24J-1 Max. rafter with one. x 1-inch leg of the. batten or two. (2) each panel lap inch crown x 1-inch x 0.072-inch diameter 12-inch. 1) min. 2.25- staples in diamond min. 2.25-inch x:7d toe- One (1) min. 1.75-inch Wood le stapless acedgp finishing nail with min. g 3/16-inch head s paced 60 inch x:7d ringg pattern spaced 16- P ring shank nailse nailed on either side x 0.072-inch diameter 8-inch o.c. 12-inch o.c. shank: nail 24inch.o.c. inch O:C. of the batten at each finishing nail with min. 3/16-inch head spaced intersection. batttion. r Maxx. inch o.c rafter spacing is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1) 18 ga.1/4-inchNominal1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3)18 g a.1/4-inch crown straight -nailed through the rafter Into end staples spaced 12-inch o.c. securing One (1) 18 ga. '/s- inch crown x 1-inch One 1 min. 1.75-inch 24J=2 Max. rafter with one x 1-inch leg of the batten or two {2) panel lapeachp leg staples spaced x 0.0 72-inch diameter 16-inch 1 min, 2.25- O staples in diamondp min. 7d one {1) min_ Wood 8-inch o.c. and finishing nail with min. 53.3 inch x 7d,ringg patterns aced' 16- p ring shank nails toe- x o:072-inch diameterdiameter securing each panel 3/16-inch head s paced164nchshanknailincho.c. nailed on either side of finishing nail with min. lap o.c. 24-inch O.C. the batten at each battenlrafter s16inchheadpacedd intersection. Max. flinch rafter spacing is 24-inch c.c. ALC15001 FL.12194-R3 7of7 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. E Eri' _ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. Sysiem No. Installation Detail Mill. 2j•`3". nead d'ia.. nail a ti'i lnin. n engag .m nrjfor- +:-: i substrate; or 0971 d_ T-nail ;t.ub nail wi' • m>.n 5I.8" e _gagem rt I -or cc=,tel 01 as n-Lzd. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & 12F-3 F" CHANNEL Concre,tg- or L:locY. Wall STAPLE SOFFIT TO FASCIA BOARD ##TSO 3/81, X 3/8" STAPLE 16" O.C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 1.2' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 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 specificallyaddressed herein. k CREAK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 3 s `" ', STAPLE OPEN RAFTER . SOFFIT DIAMOND PATTERN 3/4" X1 /4' L—iDETAILCROWNSTAPLES•.1' USING A DIAMOND e PATTERN FACIA BOARD kN FASCIA CAP 12 F-2 3/4- X 1/4` CROWN FACIA BOARD 8" 1-3/4TRIM NAIL STAPLEONCENTER1- 3/4' TRIM NAIL STAPLE S.S. F- CHANNEL CAN BE PAINTED S.S. 48" FASCIA GAP INSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4" DOWN CROWN STAPLE SOFFfT- WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALCI5001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, .or other product attributes that are not specifically addressed herein. ft CREEK f, TECHNICAL SERVICES. LLG System No. I Installaton'Detail, OPEN RA.I`TER 3/4' X 1/4" CROWN STAPLE -24' ON CENTER USING A DIAMONDPATTERN 12J- 1 J— CHANNELy 1-3/4' TRIM NAIL oc,_ax'ed to aftt 48 PAINTED S.S. 45•. withone;li _a 1/ 2" h 3..8" ;bead O.C' dla e :cr S,_XeW, i WOOD OR.'BLOCK SUBSTRATE ALC 15001 SOFFIT= riax.. 13-1_nch span FL12194- R3 ALUMINUM COILS, INC Soffits Appendix B T V SOFFIT STAPLE Sft"DIAMOND PATTERN f 1 JDETAILFACIABOARD U,,,,TA9FE4TCVNSEE 1 t( f( 1 ASCIA CAP 3/ 4' X 1/4' CROWN FACIA BOARD STAPLE' ' S" ON CENTER 1-3/4- TRIM' NAfL PAINTED S.S. FASCIA CAP 111 3/4- X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL 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. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail T I' TRIM NAIL , V IFASCIA BOARD PA44TE0 SS. FASCIA CAP SCFFIT T^x}" CROWN STAPLE OPEN RAFTER FASCIA BOARD ii Sd 3rS' i ld 16F-1 SOFFIT & FASCIA 16F-5 OETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA F" CHANNEL--"--" HANNEL DETAIL J SDFFCT: MAX. 16' SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance 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 t- TECHNICAL SERVICES, LLC stem No. 16F-3 ALC15001 ation Detail. in. 3/3I" Iiead ilia. nail .a _,Uh min. 11 V' ngaaeIaant. ( for wood ,suisstratet) or min.. _ . ` v91" • as., T-nail . r u::aagil W1L i mi-n. u. yhfag.H{ enr (r,:}.,rC,?ncrQt'.z nr tilock substrate'), anaced as.rci.ed above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES,) F" CHANNEL GTc o_ d • Coric t-e ce- C>r wag 1 STAPLE SOFFIT TO FASCIA BOARD # T50 3/8" X 3/8" STAPLE 16" O. C. FASCIA LIP 1 /4"-1 PAINTED S. S. 1 3/ 4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL FL12194-R3 ALUMINUM COILS, INC Soffits Appendix B 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. TECHNICAL. SERVICES, LLC CREEK System,No. I Installation Detail, 16F-4 3/4` X 1/4" 1 CROWN STAPLES USING A DIAMOND PATTERN i F. CHANNEL CAN BE 1-3/4' TRIM .NAII INSTALLED WrM THE PAINTED S S. 48" NAILING FLANGE UP OR 0"C' WOOD. SUBSTRATE. ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ,' " n,P ' ', SOFFIT STAPLE DIAMOND PATTERN I D ETAI L SIAFI.EX FACIA. BOARD FASCIA CAP 3/4- X 1/4".CROWN STAPLE '8' ON CENTER SOFFIT -mar.. 3E- Ii:nh '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 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 otherproductattributesthatarenotspecificallyaddressedherein. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t ?' TRIM NAIL j _q FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT i t-q' CROWN STAPLE OPEN RAFTER j FASCIA BOARD 1"xi' CROWN STAPLES: I SOFFIT & FASCIA USING A DIAMOND PATTERN; REFER TO DETAIL 16F-2 & SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL CAP;. REFER TO SOFFIT & FASCIA DETAIL ! g F' CHANNEL. - B F l SOFFIT; M0.x. 16"- SPA`7 WD00 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is.provided for State of Florida product approval under Rule 61 G20-3.. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 OPEN RAFTER X 1/4" CROWN STAPLE .24_. CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4' TRIM' NAIIJ PAINTED S:S. 48' O.C. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 16-inch spar_ ALUMINUM COILS, INC Soffits Appendix B j 31Wr `5 SOFFIT STAPLE DIAMOND PATTERN Ij LFACABOARD 5` ve BETVEEKI 0 ETAI L sr+wtes t ASCIA CAP 3/4` X 1 /4` CROWN 4 TRIM NAIL FACA BOARD1 _3STAPLE '8' ON CENTER / PAINTED S.S. FASCIA CAP 3/4- X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ax F CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t P' ITRIMNTE kA!L I FASCIA BOARD PAINTED S,S. i / CROSOFFIT. WN 1 j--FASCIA CAP' STAPL USING P, DIAMOND I , PATTERN; REFER: TO 1"0' CROWN STAPLE SOFFIT STAPLE i DIAMOND PATTERN. 't DETAIL. ' ---' I I TRIM NAIL (FASCIA BOARD PAINTED' S.S. SOFFIT 8 FASCIA DETAIL 24F- 1 & 24F- 4 I i.q, CROWN STAPLE / FASCIA CAP; REFER. TO SOFFIT L FASCIA DETAIL Batten NominalAnch1" 2ored STt3/B Baften A ithoone to SOFFIT; MAX. 34" F- CNANNEL Rafters with one t - - RingShank .Nail at i every -Rafter \ WOOD SUBSTRATE [ / 1 i SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL.12194-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. F w.. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System.No. Installation Detail. 1 I" TRIM NAIL 1,—FASCIA BOARD PAwTEO S:S. t{ 14- SMODTN SHANK. I i It II f (` l—FASCIA CAPROOFNAILS I SOFFIT. CROWN STAPLE 1, f TRIM NAIL I PAINTED SS, FASCIA BOARD SOFFIT & FASCIA 2417-2 & DETAIL 24F-5 I FASCIA CAPaRfFER TO SOFFIT 4 FASCIA DETAIL Nominal VX2' SYP F-CHANNEL Batten Anchored to SOFFIT: MAX. 24' Raflus rith au ld Ring Shank Nail at every RaRer 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 otherproductattributesthatarenotspecifically -addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. t 1 }' TRIM NAIL I fASC1A 8DAFO PAINTED 55., IGGA;" T-NAICS_ - 1 n, EASEIA {AP 1 SOFFIT I CROWN STAPLE i t }"-TR6M NAIL FASCIA BOARD PAINTED S,S. SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 I I"4" CROWN STAPLE FASCIA CAP; REFER Ij TD SOFFIT b.FASG1 I I DETAIL Nomingl 1'z2' SYP Batten An;honed to SOFFIT; MAX.. 24' F-CHANNEL Rafters with ore 7d Ring Shank Nail. at I every: Raftet MASONRY 1i I i I: ALC15001 FL.12194-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.impty warranty, installation, recommended use, or other product attributes that are not specifically addressed hereih- CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. t i. }' TRIM NAIL FASCIA. BOARD S.S. I")'JPAINTED S CROWN 57APL,ES USING,A DIAMOND FASCIA. CAP SOFFIT t' PATTERN: REFER TO NTIEEVERED CROWN STAPLEt SOFFIT STAPLE RAFTERDIAMONDPATTERN- DETAIL FASCIA BOARD SOFFIT & FASCIA I } TRIM NAIL DETAILPAINTEDS.S. 24J-1 & T"` CROWNSTADLE l24J-2 FASCIA CAP; REFER TO SOFFIT b FASCIA DETAIL 3.. Na Y and bbe beluvexcabbebenaee.n^,ers anda!Tem SOFFIT: YJtX. IL" 1-CHANNEL aecured t rh one t) 7d tiny srwnK ball slrargw rothugh the rafter nIp the end WOOD SUBSTRATE' t2joile! ar the a en o two Cat 7 ring's(tank ai SYCen2fle18CQr1 enhes side of the.t anem at I" batterVtafter intemecUpn i i SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 12 of 12 This evaluation report is provided for State of Florida product approval under Rule`61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. F' ti CREEK r TECHNICAL'SER.VtCES, LLC N 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: f. Wind speeds for risk category I, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1.609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or, less. 5. Topographic factors such as escarpments or hills have been excluded from the,analysis. 6. Wind directionality factor, Kd , 0.85 7. V it is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft: ALC15001 FL12194-R3. Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. CREEKETECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits ADoendix C Design Wind' Pressures for Soffits, in Exposure B, Building TYPe Zane Mean ,, Roof Hei htft Basic Wind Speed... in h 1!20: 1,30'; . 140 150 1fi0 170 180 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 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 Enclosed 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Negative 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 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 1 -28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19,.2 21.7 24.3 27.1 30.0 4 30 10.8 127 14.7 16.9 19.2 21.7 24.3 1 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 Enclosed 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Positive 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 1.0.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 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 1 7.8 1 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Paso 9 of d I his 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 reportdoes not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK F TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design W ind' Pressures; for Soffits; i n Exposure C ; _' Building Type Zone. Mean Roof Haight ft - Basic -Wind S eed rn h , ° 120 130": 140 1'S0 160.: ,. 170 , 180' . 1,90 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30:8 35A 402 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 4.7.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50:2 56.3 62.7 69.5 50 26.2 30:8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 754.6 61.2 68.2 75.5 Negative 20 26.7 31.4 36.4 41.8 47.5 753.7 60.2 67.0 74.3 Loads) 25 27.9 1 -32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 739.6 45.5 51.8 58.4 1 -65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 3.8.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 1 17.0 19.7 22.6 25.8 29.1 32.6, 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5. 50 16.8 19.7 22.9 26.3 29.9 33.7 3T8 42.1 46.7 Enclosed 60 17.4 20:5 233 27.2 31.0' 35.0 39.2 43.7 48.4 Positive 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 Loads) 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 1.5.1 17.7 20.6 1 23.6 26.9 30.3 1 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 322 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 3.5.0 39.2 43.7 48.4 ALC 15001 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. r- -CREEK i''' N TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures sfor Soffits in, Exposure l)" - Buildin . 9, Type Zone Mean Roof Height ft Basic,VVirid.S eed m 'h 120 1.30 - 140 ., 150 160 - 170 180 1:90 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 1 -34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 Enclosed 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 87.6Negative Loads) 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 52.0 592 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 95.75 40 36.2 1 -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 60.6 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17:3 20.3 23.5 27.0 30.7 34.7 38:9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23`.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20:3 23.5 27.0 1 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 49.75 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 1 20.2 23.7 27.5 31.6 35.9 1 40.5 45.4 50.6 56,1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this. report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r ,I s CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel ALC15001 0— 3/4" I a f1/8" HEM T 1 314" j- —-I-- 3/e• FL12194-R3 ISOMETRIC VIEW 9/8- PROFILE ISOMETRIC VIEW 3/8- PROFILE ALUMINUM COILS, INC Soffits Appendix D 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 Y= TECHNICAL SERVICES, LLC. Fascia 3/4"' 7/8" j .*- 1/8" HEM 6"FASCIA 3" $LANK 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" 04 Soffit 18" BLANK 3 / 8 PROFILE i oo a aoa LCI,NFJZS iFGIRMErt IN S&V.E DIRMMN AS RSS' , ALUMINUM COILS, INC Soffits Appendix D ALCI5001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC: of any product changes,or quaky assurance changes throughout the duration for which this report is valid. This ev6I datton report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ti CREEK TECHNICAL SERVICES, LLC 1211 T4 Soffit 5/16" ALC15001 31W 3 1/Wl 1/2' 25 7/8" ALUMINUM COILS, INC Soffits Appendix D 7/8" 1/2' 112"'>- j3/8" 13.75" BLANK 3/8" PROFILE U 0 U U U il F111' n j SME DIRECnGN AS RIBS' END OF REPORT FL12194-R3 i,nis 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. Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, L L C (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA91'10) 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 Labbratories'(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 FB.0 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 6`1G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.0164nch thick, 3.105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.01.6-inch thick, 3105 H-14 aluminum J-channel: See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC1506,1 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical. Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC soffits I TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" Q4 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 in2/1in.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. ri_.rULL-YEa Ifi' CIffi _IR,Hi s' saiio nrw{, 12" T4 Soffit Preformed nominal 0.0135-inchthick, 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 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL121.94-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. Y4 f `}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 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttJn a 11111 r` aYER. Px 2015.08.27 NO 74021 07:05:00 Dert:tr.tln•a tynd.w0.Pn.+1 L a.. 04'00' STATE OF lo O F Alt 'O R p P •. N~ Zachary R. Priest, P.E. Florida Registration No. 74021ltix` Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK TechnicalServices, 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' pncess of the product. APPENDICES 1) APPENDIXA—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 Rule61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not: express nor imply warranty, installation, recommended use, or other product attributesthat are not specifically addressed herein. CREEK TECHNICAL SERV.ICES,: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 LimITATlotvs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLAnCN 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. Substrateattachment shalt be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details areas follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Loc tion Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location 1 - l 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. i TECHNICAL; SERVICES, LLG d. 16" Q4 Soffit — 8-inch o.c. Fastener Location Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and -Definitions 12F=4 ApprovedSystems for 12-inch 'Overhan with F-Channel 12J-4 Apprnved,Systems for 12-inch Overhang with J-Channel 16F-4 Approved Systems for 16-inch Overhangwith: F-Channel 16J-# Approved Systems for 16-inch Overhang with J=Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# I 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 S"ubstrate Panel Attachment Fascia Cap Attachment Attachment Max. One (T);min. 3/8-inch head dia. nail, One (1) min. 318 x 318-inch One (1) min; 1 3/4-inch long x 0072- inch dia: x min3/16- 12F-1 16-inch Wood 1 mio. ;25-inch embedment, spaced Wood crown staple spaced 16-inch inch head dia. trim nail 40.0 24-inch o.c. O.C. spaced 36'- inch o.c. Max. Three ( 3) min. 3f4-inch x 1/4-inch: One (1) min 3/4-inch x 114-inch One (1) min. 1 314-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood. crown. staples in diamond ;pattern Wood crown staple spaced S-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24- in6h o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1!4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple,spaced 8-inch o.c 0.072-inch dia: x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each ,panel lap head dia. trip nail spaced 48- 64.2 inch o. c. ALC15001 FL12194- R3 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which; this report is valid. This evaluation report does not express nor imply warranty, installation', recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES,.LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel ypp No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #8.x 1/2-inch One (1') min 3/4-inch x One (1) min. 1 3/4-inch long x 12J 1 Max. Wood staples in diamond long a 3/8-inch head diameter Wood 1/4-inch crown staple. inch min. ced inch 64. 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head rip nailheaddia. frig nail spaced.48- 64.2 inch o.c. connecting soffit to J channel Inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel Mpp 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-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 nail with min. 3116- 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each panel lap inch head spaced 12-inch o.c. Max. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga1/4-inch crown x One (1) min. 1.75-inch x 0: 072-inch diameter 16F- 2 12- inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max . 4- inch o.c. and securing each finishing Waif with min: 3116 53.3 spaced 16-inch o.c. panel lap inch head.spaced 12- inch o_c. Max: One (1) 3/8-inchhead dia. nail, min.. One (1) min 318-inch x 3/8-inch One (1) min, 1 3/4-inch long 16F- 3 16- inch Wood t25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0. 072 inch dia. x min. 25.6 inch o. c. o.c 3/16- inch head dia: trim nail spaced 36- inch o.c. Max. Three ( 3) min. 314-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Wood crown Staples in diamond: pattern Wood One (1) min 3/4-inch x 1/4-inch x:0072-inch dia. x min. 1/4- 27 16-inch 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. J CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC' Soffits Appendix A. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Mason ry One (1) 14 ga. 5/8-inch long T nail Wood 1-.inch leg staples spaced 4- flng pinch diameter finishing nail with min. 3l16 43.3. 16-inch spaced,;8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga:1/4-inch crown x 1- 1-inch leg staplesspaced.4- 0072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood inch o.c: and securing each finishing nail with min. 3/16- 43.3 spaced 1'6-inch o.c. panel lap inch head spaced 16-inch o.c, Approved Systems.for 1,64nch 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. 314-inch x'1/4-inch One (1) min. 1 3/4-inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch, spaced 24-inch o.c. crown staple spaced 87inch o.c. min. 114 inch head dia. trip 31.4' nail spaced 48-inch o.c. ALC1,5001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this "report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ACREEKTECHNICAL. SER'VICES.: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.1f4-inch Nominal 1x2 crown x 1-inch leg No.2'SYP staples spaced Three (3) 18 ga.1/4- edanchorto 12-inch o.c. securing One (1} 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0. 072-'inch diameter 24F- 1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min- 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. 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 9-inch leg Nominal 1x2 staples spaced One,( - I) min, 1.5- No.2 SYP 12-inch o.c. securing One (1) 1$ ga. 1/4- One (1) min. 1:.75-inch x Max. inch x 1.1 ga. anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F-2 12- inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced, 1) 7d x 2.25- One (1) min. 1.75-inch inch o c, 3/ 16-inch head. spaced 16- inch o.c. inch ring shank x 0.072=inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal1x2 stapies•spaced No. 2:SYP 12-inch o.c. securing One (1) 18 a1/4- g. 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 801 24F- 312-inch Masonry inch long T naiP rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x2.25- One (1) min. 1.75-inch inch o.c. 3116-inch head spaced inch ring shank x 0.072-inch diameter 12=inch o-c. nail24-inch o.c. finishing nail with min. 3116=inch head spaced 4-inch O.C. ALCI5001 FL12194- R3 e5of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: 7 t CREEK TECH ICAL SE12vtcES, t_LC 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': Psfi) Substrate F-Channel Batten Panel Attachment. Substrate Panel Attachment Fascia Gap AttachmentAttachment One (1) 18 ga.114-inch Nominal 1x2 crowmx 1-inch leg Not SYP staples spaced Three (3)' 18 ga.114- anchored to 12-inch o c. securing One (1) 18 ga. 114- Oner(1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 225- Wood leg staples spaced 6- finishing nail with min. 80t-60 diamond pattern inch x 7d ringx One (1) min. 1.75-inch Inch o.c. and securing 3116-inch head spaced spaced 16 inch o.c. shank nail 0.072-inch diameter each panel lap 1$=inch o.c. 24-inch o.c. finishing nail with min, 3l16-inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1,r5- No2 SYP 12-inch o.c. securing. One (1) 18 ga. 1/4'- One (1) min. 1.75-inch x ch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 Max.: Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 16-inch roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75=inch inch o.c. and securing 3116-inch head spaced 16-inch o.c, inch'ring shank x 0.072-inch diameter each panel lap 16-inch o.c, nail 24-inch o.c: finishing nail with min.. 3/16-inch head' spaced 4-inch o.c. One (1j 18 ga.114-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18,ga. 1l4- One (1;) min. 1.75-inch;x One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 Max. Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 16-inch spaced 8-inch o.c. 1,) 7d x 225- One (1) min. 1.75-inch inch o.c, and securing 3116-inch head. spaced inch ring shank x 0.072-inch diameter each panel lap 16=inch o.c: nail 24-inch.o.c. finishing nail with min. 3/16-inch head spaced'. 4-inch, o.c. ALC15001 FL12194-R3 6of7 This evaluation report is provided for State of Florida productapproval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes' throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEKf TECHNICAL SERVICES. L:LC ALUMINUM COILS, INC Soffits Appendix A Approved Systems -for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel No. Width MDP( psf) Batten J-Channel Attachment. Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1 x2`No.2SYP scabbed between Nominal, 1 x2 rafters with one (1) min, 2.25-inch x 7d One (1) 18 ga 1/4-inch 8ga.1h No. 2 SYP Three (3)'18 ring shank nail craw) leg staples spaced anchored to ga:1l4-inch crown straight nailed through the rafter into the end 12-inch o.c. securing One (1) 18 ga. /,- One (1) min. 1.75-inch 24J- Max. rafter with one x 1-inch le g of the batten, or two 2 Oeach panel lap inch crown 1-inch x 0.072-inch diameter 12- inch 1) min. 2.25- staples in diamond min: 2.25 inch x ld One ( 1) min: 1.75-inch Wood leg staples. spaced finishing nail with min. 60 inch - x 7d ring, . pattem spaced 16- Pring shank nails toe x 0 072-inch diameter 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. nailed on either side of finishing nail with rr in 12-inch o.c. 24- inch.o.c, the batten at each batten) rafter 3!1$-inch head spaced heintersection. max 4,inch rafter spactng is 24- inch o.c. Nominal1x2 No.2 SYP scabbed between Nominal 1x2 rafters with one (1) min: x 7d one (1) 18 gaa/4-inch No. 2 SYP Three (3) 18 ringg shank hanailthrough she tercrownx 1-inch leg staples spaced One 1 18 a. Y, 9 anchoredtoga.1/4-finch crown ra intd the rafterintotheend 124nch o.c. securing g inchcrown x 1-inch One 1 min, 1.75-inch 24J-2 Max- rafter with one x'1-inch le 9 of the batten or two z each panel lap leg staples spaced x 0. 072-inch diameter 16-inch 1) min. 2,25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch Wood 8- inch o'c. and finishing nail with min. t53.3 inch x 7d ring pattern spaced 16- ring shank nails toe x 0.072-inch diameter securing each panel 3/16-inch Head spaced shank nail inch o.c. nailed on either side of finishing na with min. lap 16-inch o.c. 24-inch o.c. the batten at each batten/rafter 3/16-inch head spaced intersection. Max, 4-inch-o.c. rafter spacing is 24-inch o.c. ALC15001 171_ 12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does- not express nor imply warranty, installation, recommended use, or other product attributesthatarenotspecificallyaddressedherein. F CREEK TEC NICAL.Sr=P mCES. LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note Refer to the APeRoyEo Sysl'Ems section of this: report for additional installation details of a selected system and maximum design pressures limitations. No:; I Installation Detail Min, hEad nia.. nail wich ?nin. ga enian4:Ifur. wocv'... stiL- c:_ ce; or i ii:,n `l. Er E 7ug-a`ru r-.t'c. z._err or- _:LloN £yJ'.:.CS _Jj . :3j> .. a8 J--;d a Ctig:. ASCIA SLIP BOARD A TRIM 12F- 1 & I ( \— SOFFIT (OVERHANG WIDTH VARIES) 12F- 3 F CHANNEL FASCIA LIP 1 /4" STAPLE SOFFIT TO ASGIA BOARD #T50 8" X 3/8"STAPLE 16 O.C. 1 3/4" TRIM NAIL MIN., 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is.provided for State of Florida product approval "under Rule 61 G20-3 The manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation,, recommended use, or other product attributes that are not specifically addressed herein: LCREEKATECHNICALSERVICES, LLC 12F-2 No. I Installation Detail 3/4" X 1/4" GROWN STAPLES. USING A DIAMOND PATTERN I 1-3/4" TRIM F- CHMNEL CAN BE PAINTED S.S. L I EINSTAD WITH THE O;C. NAILING FLANGE UP OR DOWN I OPEN RAFTER FACIA BOARD 3/4-- X 1/4' CROWN STAPLE "8- ON CENTER SOFFIT_ rta: _ 2_, nc.h Span WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B r 3/s *W.04 , SOFFIT STAPLE DIAMOND PATTERN 1 I a,- 9J6- BETVFEtl1IDETAIL. srr cs r 1-3/4" TRIM NAIL FACIA BOARD PAINTED SS. FASCIA CAP 3/4" X t/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA D AIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida productapproval 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 productattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC No. I Installation Detail OPEN RAFTER X 1/4' CROWN STAPLE '2.4- CENTER USING A DIAMOND PATTERN 12J-1 4r;SHedANN 1 1-3/4- TRIM NAI PAINTED Sl'S- h WOOD OR BLOCK SUBSTRATE ALCI 5001 SOFM—rcax. 12-inch jpzLn ALUMINUM COILS, INC Soffits Appendix B I 3/Ir BETWEEN SOFFIT STAPLE DIAMOND PATTERN BE rrFN DETAIL FACIA BOARD ASCIA CAP 3/4" X ,1/4- CROWN STAPLE W ON CENTER TRIM NAIL FACIA BOARD PAINTED S.S. FASCIA CAP 3/4' X 1/4" CROWN STAPLE FI-12194-R3 SOFFIT & FASCIA DETAL 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 SERvir-ES. LLC ALUMINUM COILS, INC Soffits Appendix B System.N.o. Installation Detail 1.J" TRIM NAIL, M FASCIA BUARO PAWIEU3.S. FASCIA CAP SCFFR I I OPEN RAFTER 1-,4' tROWN STAPLE i FASCW BOARD 1. i4 GS _JE" i-NSL 11 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT & FASCIA F" CHANNEL DETAIL SOFFIT; MAX. 16" I '_ . SPAN MASQNRY SUBSTRATE {. ALC15001 FL12194- R3 Page 4 of 12 This evaluation report is provided for State of Florida product. approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or qualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or other productattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVicES. LLC, No. -'I installation Detail Min. 3/ ." ad dia. nail •Ni:'.t niink 1.: .,, I ra:.em Gnt Y:•L" ; 1 ..•nC C: J. cr T-nail. ,r soul- sail with mi:n... Sj,z,.. urc-,fern nr z' c-nt nr .;lock.- ,.ile -:,rr c s,L:artd as noted ntrn,ve- ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 1617-3 ) I `` \ " F" CHANNEL or plc } hall STAPLE SOFFIT TO FASCIA BOARD #T50 IAAi W Z, 3/8" X 3/8 STAPLE 16" O.C. 21i FASCIA UP 1,/4" LPAI.NTED' S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12 PIECE' SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shallnotify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits. Appendix B System No. Installation Detail r a/e FETE ` SOFFIT STAPLEtOPENRAFTERSTAPLES DAM 0ND PATTERN 3/4' X 1/4' rf DETAILCROWNSTAPLESsi USING A DIAMOND 1 +-3re' SETWENI STAPLES. PATTERN, FA.CLA BOARD FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD. 1-3{4' TRIM hIA1L8' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED .S.S. F" CHANNEL CAN B PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4" DOWN CROWN STAPLE SOFFIT—"iax,=;6;-_X.ch spasa W000 SOFFIT SUBSTRATE SOFFIT &FASCIAIrDETAIL ALC1 FL12194-R3 6of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sous Appendix B System No. installation Detail l t " TRIM NAIL +, FASCIA BOARD PAINTED SS. 1 FASCIA CAP SOFFIT" bl CROWN STAPLE OPEWRAFTER t. i. FASCIA BOARD I- CROWN CROWN. STAPLES I SOFFIT -'& FASCIA usiNe A ADETAIL STAPLES PATTERN; REFER.TQ 16F- 2.'&- SOFRI SIAPIE I f , 16F-6DIAMOND PATTERN DETAIL -'--- ..... .....-' FASCIA CAP: REFER \ TO: SOFFIT & FASCIA 2.. A DETAIL 8 F. CHANNEL 3/8_A SOFFIT; MAX.. 16"— i SPA4 -- WOOD \ / SIHSTRA• TE, SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12195- R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK System No.,'I Installation Detail 16J-1 OPEN RAFTER 3/4- X 1/4" CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN ANNEL 1 _3/4" TRIM NAIL PAINTED SS: 48," O.C. SOFF1T-:naxc. 16-inch scar_ WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B F \ WS' BETWEEN ; .SOFFIT STAPLESTAPas DIAMOND PATTERN 1 D ETAI L FACLA BOARD _j BETWEEN/ t STKPE,ES. i ASCIA CAP 3/4" X 1/4' CROWN' FACtA BOARD STAPLE W ON CENTER 1-3/44' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALCI5001 FL12194-R3: Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or otherproductattributesthatarenotspecificallyaddressed' herein. 1 CREEK TECHNICAL SERVICES, Lr_c ALUMINUM COILS, INC Soffits Appendix B System No.. Installation Qfataif 1t.,J- TRIM NAIL FASCIA BOARD. PAINTED S.S. I.e' CROWI4 I STAPLES h FASCIA CAP SOFFIT USING A DIAMOND I _ PATTERN; REFER TD II Itj- CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN ' DETAIL I I J' TRIM NAIL FASCIA BOARDPAINTEDSS. . SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 r>a^ CROWN STAPLE FASCIA CAP; REFER TD SOFFIT 6 FASCIA DETAIL 3.. \ Nominal j-%T SYP 8 Batten Anchored to SOFFIT; MAX. 2" 3 8 F-CHANNEL Rafters rifh-.aneiO 1 11 P.In9 Shank Nail at I WDODSUDSTRAiE eve"ryRafter t I SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 Of 12 This evaluation report is provided for State of Florida product approval under Rule 61.G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,, installation, recommended use, or other product attributes that are not specifically addressed herein. s-'mot TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix 8 System .No. Installation Detail I J' TRIM NAIL FASCIA BOARD PAINTED S.S. 1-j- SMOOTH SHAkK -., 1 ! t FASCIA CAP ROOF NAILS SOFFIT ( l 1"4* CROWN STAPLE j 1=' TRIM NAIL, IAS. PAIR IM FASCIA BOARD SOFFIT lk FASCIA 24F-2 & DETAIL. 24F-5 1'4' CROWN STAPLE ? FASCIA CAP; REFER TO SOFFIT R FASCIA I DETA!L I Nominzl 1'x2' SYP F-CHANN0. Batten Anthored to Ratters with one id SOFFIT.: MAX. 24' Ring. Shank Nail of ovary Rafter WOOD SBBSTRATE II ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4 w M TECHNICAL SERVICES, LLC ALUMINUM COILS INC Soffits Appendix B System No. Installation Detail 1 }- TRIM NAIL M FASCIA BOARD PA145A,j- T-NAILS 4 —FASCIA CAP SOFFIT I-q` CROWN STAPLE f _ I I " TR4I NAIL - FASCIA S,S. BOARD SOFFIT S, FASCIA 24F-3 & I DETAIL 24F-6 1" f = CROWN STAPLE I FASCIA CAP; R'+FA I TO SOFFIT b. FASCIA DETAIL N=;.nat I"Xz" SYP Batten -Anch"ed to SOfflrl MAX, 24" F-CHANNEL :Rafters with one Td Ring shank NaR, at every Rafter f1ASONRY— i I I j. i ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r} CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail TRIM NAIL ',—FASCIA BOARD 1"x;" CRON PAINTED S.S. STAPLW ESFASCIA CAP USING A DIAMOND SOFFIT PATTERN: REFER TO SOFFIT STAPLE \\ CANTILEVERED ` I"q'" CROWN STAPLE DIAHOIID PATTERN RAFTER ^ DETAIL JI FASCIA BOARD 1 }' TRIM NAIL SOFFIT -& FASCIA 24J- 4 $ PAINTED S.S, DETAIL 24J- 2 iti I'a{` CROWN STAPLE FASCIA CAP; REFER TO SOFFIT 6 FASCIA DETAIL \ 3. Nomura! t' -Y" s ra natters / recuretl with o en raIIers arr! SOFFIT; MAX IA- 318 J-CHANNEL sea;tt7 with one (1) 70.!Ing 11 snanknailslraighl-nallaU f lhr, he b the roller o ( fne and / W000 SUBSTRATE f ring atten ostee-n)jb - nrgShanknailstee-natlec on either Side of the badem artne be. len;raftef inwwiion \ / t SOFFITSTAPLE DIAMOND PATTERN ALC15001 FL12194- R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLG 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 1V 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 onlyforwalls/soffts with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind, directionality factor, Kd = 0.85 7. V,,it is shown.in`the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than. 60-ft.shail 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 M. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express .nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. q CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits YY"..aan v Design, Wind, Pressures for Soffits in Exposure B Building Type Zone Mean,; Roof Hei ht. ft Basic Wind Speed, mph). 120 130 140 150 1.60 170 1801. 19Q, 200 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 4 25 30 16.9 16:9 19.8 19.8 22.9 22.9 26.3 26.3 30.0 30.0 33.8 33.8 37.9 37.9 42.2 42.2 46.8 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 Enclosed 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Negative 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 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 E8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12".7 14.7 15.9 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 4 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 Enclosed 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Positive 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Loads) 20 10:8 12.7 14.7 16.9 15.2 21.1 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 5 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 60 12.5 13.1 14.7 15.4 17.0 17.8 19.5 20.5 1 22.2 23.3 25.1 26.3 28.1 29.5 31.3 32.9 34.7 36.4 ALC15001 FI 171 Qd-RR wr• 1- La« UI nunae proauc[ approval under Kule 61620-3. 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. j CREEK TECHNICAL, SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi ri Wind i?cessures for Soffits. in. Ezposure'C , '.. " Bulldmg--. Type:Hei Zone Mean Rooi, e ht ff "- Basic;-W! Speed m h- 120 130 , 140 150 160 - 1.70' 180 1'90 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62:8 30 23.6 27.7 32.1 369 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50, 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68:2 75.5 Negative Loads) 20 26:7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 4.5.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 483 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18:9 21.7 24.7 27.9 31":2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 1.6.0 18:8 21 `8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 139 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 1 23.6 26.9 30.3 34.0 37.9 42;0 5 40 1 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 1.7.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 3of4 This evaluation report is provided for State. of Florida product approval under Rule 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. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D . Building TYRe Zone Mean Roof"... Hei ht ft' B d SpeeBasicWin d m 'h 12,0 130. 140 1`50 t60 . 170, , 180 190 200 20 26.0 30.5 35.4 40:6 46'.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 767.6 74.9 4 30 27.9 32.8 38.0 3.6 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 3016 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 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 92A 5 30 34.5 40;4 46.9 53.8 61.3 69.2 77.5, 86.4 95.7 40 36.2 42.5 49.3 56 6 64.4 72.7 81.5 90.9 100.7 50 377 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 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 4 30 17.9 21.0 24.3 27.9 31.8 35;9 1 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 54.4Enclosed Positive 60 20.2 23.7 27.5 31.6 35.9 4.0.5 45.4 50.6 56.1 Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 5 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 1 31.6 35.9 40.5 46.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel ALC 3/4" 1/8" HEM 1 5/8" fT ' 3/4" 3/8" I FL12194-R3 ISOMETRIC VIEW 3/3" PROFILE ISOMETRIC VIEW 3/8" PROKE. ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the ,duration for which this report is valid This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically, addressed herein. CREEK r TECHNICAL SERVICES, I._LC Fascia 3/4 ALC15001 1!8" HEM 6"FASCIA 7" BLANK FL12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are notspecifically addressed herein, li-A. CREEK TECHNICAL SERVICES, L.LC 16" 04 Soffit 0,125 18 BLANK 3 / 8 PROFILE 2.625 REF: QQQQQQ QQQQ t QQQQQQ QQQQQ QQQQ 011Q QQQQQ WIDE I O (Fill1 -G AI F1 LOWUM FORMED 1N SWE. DIRECT'!ON AS RIBS, ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout,the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit f 3 1/B" 5/16" \ 7/8" 3 1/8" 7/8" 1 31/8" 1/2" 1/2" 1/2" 112" 25 'RP. 0.125 TY2.. 13.75" BLANK 3/8" PROFILE 50 TYP ALUMINUM COILS, INC Soffits Appendix D I I OG J G m aa c riIDE tOfhR PATTERN (ELtI ONS i AsasLOWERSFOr'.MED In SAME DIRECP,RIgS) 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. Florida Building Code Online Page 1 of 2 r-" 3 P ' t f" s " a"r -: .rxe ee 3+>"` . a i e " HOnda DewrtT-e?t, Bcls Home (log !n i User Registration s Hot Topics- Submit Surcharge Slats &lads t Publications i FBC Stafr ; e{[S Site Map ! Links f Search Busi onal`s Product ApprovalUSER: Public UserProfessi Regulation Proouc[ Approval Meru > Product or ADplication Search > Application List > Application Detail r 71 FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived WI Product Manufacturer Silverline Building Products Corp. Address/Phone/Email - One Silverline Drive North Brunswick, NJ 08902 800)234-4228 Ext4644 lonberrian@slbp.com Authorized Signature ion Berrian lonberrian@slbp.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I,S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products FL # Model, Number or Name Description Year 2011 2008 http:llw-\vw. flondabtu' ldin.g.org/pr/pr_app_dtl.aspx?param=wGBVXQNvtDgtvA`/o2b>anzk l ... 2/ 191/2016 Florida Btri.lding Code Online Page 2 of 2 19715.1 1 Series 7.900/4900 Single Hung Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installation Instructions, SWD002, and Product Evaluation Report, PER3947, for design pressures and installation requirements. Extruded Vinyl Single Hung Window Certification Agency Certificate FL19715 RO C CAC 2-4-16 CCL-_i<_t.pdf Quality Assurance Contract Expiration Date 12/ 16/2016 Installation Instructions FL19715 RO II SWD002 SS 2016-02-03.Ddf Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2015-02-12.01' Created by Independent Third Party: Yes Back E Contact Us :: 1940 North-Mmroe_Street. Tallahassee FL 32399 Fhone: 650- 87-1824 The State of =iorida is an AA/EEO employer. CDavriaht. 2007-2013 State of Florida.:: Privacy Statement ::.Accessibility Statem=_ :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the officeby phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(i)y Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee vender Chapter 455, F.S., please click here . Product Approval Accepts: MW Etcft M sccuritym v nacr http : llwww. floridabuilding. org/pr/pr_app_dti. aspx?p ara11i=wGEV XQ wtDgtvA%2bxmzk l ... 2/ 19/2016 INSTALLATION NOTES 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE GFAI/2 INCH THE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I.E., WITI 10US CONSIDCRA ION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(5). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/81NCH. SHIM WHERE SPACE OF 3/261NCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE #8 WOOD SCREWS OR 1.1 GAUGE ROOFING NAILS OR 10d COMNION .NAILS OFSU FFICIENT' LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT NTOWOCD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8" EDGE DISTANCE. SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. TH E PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE 5TH EDITION 2014) FLORIDA BUILDING CODE (FBC), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE. FOLLOWING: AAMA/WOMA/CSA 101/1,5.2/A440-08/11 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE #8 2. SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN. 3/8" EDGE DISTANCE, 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE#10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE -1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCKTO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/16 INCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4" EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METALST UO USE 10 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUrING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND AS5OCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 17. FOR HOLLOW BLOCK AND GROUT FILLEDBLOCK, DO NOT INSTALL INSTALLATION ANCHORS !NTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK. 13. INSTALLATION ANCHORS SHALL BE INS1-FILLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WTTH'THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT-FII.i_FD CMU- UNIT STRENGTH CONFORM5TO ASrM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2(=PSI. D. HOLLOW BLOCK MU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI, E. STEEL- MINIMUM YIELD STRENGTH OF 33K51. MINIMUM WALL THICKNESS OF 47,8 MIL (0,0478" or I8 GAUGE). MIN. 1/2" EDGE DISTANCE. F. ALUMINUM - MININIUM ALLOY 6063-T5. MINIMUM WALL THICKNESS OF 1/ 16". MIN, 1/2" EDGE DISTANCE. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY; ZX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING' SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION 15 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCKINSTACLATION, 4. THE INSTALLATION DETAILS DESCP.I BED 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 SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON- HVHZ AREAS. IN HVHZ AREAS, ONE TIM EPRODUCT APPROVALTO RE OBTAINED FROM MIAMI-DADF PER OR AHI 5. APPROVED IMPACT PROTECTIVE SYSTEM 15 REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 7. IN ACCORDANCE WITH THE 5TH EDITION FBC, WOOD COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN CHAPTER 2.1. S. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 6FOR GLAZING DETAILS, TABLE OFCONTENTS SHEET REVISION SHEE T DESCRIPTION 1 INSTALLATION A GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL A HORIZONTAL 5ECTION5 (NATE FIN) 5 VERTICAL A HORIZONTAL 5ECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS, SUCK INSTALLATION, A GLAZING DETAIL MAX OVERALL SIZE CONFIG. DESIGN PRESSURE MISSILE IMPACT RATING WIDTH HEIGHT' 36' 84' O/X. 35/-35 P51F NON IMPACT 38" 66" O/X 50 / -50 PSF NON IMPACT 38" 74' O/X 50 / -50 PSF NON IMPACT 38" 77" O/X 35./ -35 PSF NON IMPACT 44" 62" O/X- 50 / -50 P5F NON IMPACT 48" 72' O/X 35 / -35 PSF NON IMPACT 41" 84' O/X 20/-20 PSF NON IMPACT 52, 72" O/X 25/-25 PSF NON IMPACT 36" 83. 75' O/X (ORIEL) 35 / -35 P5F NON IMPACT 48' 96• O/X (ORIEL) 20 /--20 PSF NON IMPACT 72" 62" O/X-C/X 35 / -35 PSF NON IMPACT 72" 84" 0/X-O/X 35/-35P5F NON IMPACT 76' 62' O/X-O/X 50 / -50 PSF NON IMPACT 76" 76' 72" 77" d/ X- 0/X O/X- O/X 50 / -50 PSF 25 / -25 PSF NON IMPACT NON IMPACT 80' 74" O/X-O/X 35 / -35 PSF NON IMPACT 96" 74" O/X-O/X 30 /-30 P5F NON IMPACT SOB" 62" O/X-O/X-0/X 50/-50 PSF NONIMPACT 108" 72" 0/X-0/X-O/X 50 / -50 PSF NON IMPACT 108" 84" O/X-O/X-O/X 25 / -25 PSF NON IMPACT Silver Line hyAndersen W IN DOlV1•DOORS OFF 511VECLINEDRIVE NORTH BRUM W CY: W 089M A C752) Q5-1000 w Q p v / H z N H d UJ v LU CCLup 31W" V) m (Jj Ln C) pN VZ O U pDW6 #: Digitallysigned by Hermes F Norero, P.E. S W D00 2 Reason: I am approving this document FL#: FL19715 Date: 2016.02. 03 09:40:44 -05'00' SHEET: l OF 6 MAX. FRAME _MAX. FRAME Silver Line WIDTH 48" WIDTH 48" - UYAndersen B E B E 4 4 4 5 win RRws.no Rns j ONE S7LER E DRIVE NORTr1 RRUNSWSCKN709902 PH: (/ 52) 435-60 I F U n 0 2 O ,^ m 3 z0 _. a w z y Z m MAX. FRAME MAX- FRAME Ha 1 w w 4 a. Lu m HEIGHT 96" HEIGHT 96" J > q QUALIFIED CONFIGURATIONS o ARCH TOP CONFIGURATIONS FOR ALL 2901.4901 IL vl Q Z3 Y X RATINGS, SINGLE UNIT CONFIGURATIONS X. H LIJ M F— o. W NQm ELEVATION ELEVATION SINGLE HUNG WINDOW SINGLE HUNG ORIEL WINDOW Oh Z v J H H MAX FRAME _ MAX. FRAME > V WIDTH 108" w QUALIFIED CONFIGURATIONS 4 5 I ARCH TOP CONFIGURATIONS FOR ALL 2902-4902 — RATINGS, TWIN UNIT CONFIGURATIONS F O CLA DD C O MAX. HEIGHT MAX. FRAME X. .X. J.. HEIGHT 84" i h' c PR A D Q<\I Z v ¢~ QZ ppU 4...... 5 ELEVATION ELEVATION DwG #: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW 5 W D 0- 2 SHEET. 2 OF 6 WIDTH 96" B E 4 5 F 4 7 FRAME 74" 2" MAX. J f 11" MAX. FROM _ l+_ O.C. CORNERS II" MAX.J O.L. 2" MAX. FROM CORNERS NOTE: 44"r62' UNLT5 AT 6150151 S HAW BE AN:.}!OPED MAX 6.O.G. ATNEAD. TAAA9. AND SLL L ANCHOR LAYOUT NAIL FIN - SINGLE HUNG WINDOW 2"MAX, FROM _ _ 4112" MAX, CORNERS I r O.C. F_ 41/2" MAX. O.G. 2" MAX. JFROM CORNERS 6" MAX. FROM -- __ -- 20" MAX. CORNERS O.C. 6" MAX. FROM I (— CORNERS 1 20" MAX. O.C. L 6" MAX. FROM CORNERS ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW 16 1/2" MAX. O.L. 6" MAX. FROM CORNERS II 4 1/ O. MAX. r O.L. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW 12 3/4" MAX. O.C. 1" MAX.. _ COFROMRNERS S — 6" MAX. O.L. i- 6" MAX.3— O.L. 1" MAX: FROM JJJ CORNERS 6" MAX. FROMCORNERS I 16 1/2" MAX O.L. ANCHOR STRAP 6" MAX. P/N 50=2995.2 FROM SEE SHEET 5 FOR DETAILS CORNERS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 6" MAX. O.C. ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 12" MAX, P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW Silver Line I)rAndersen WE W ip PG Wf"•p0OP5 oNE snveBul.e DPrvE NoaTH.emAvsvrtcx, woesoz P)1:(752)A35-1050 U m O V) - Z a O Z tizltJOQZc>7 ¢ K= V Z a Q mQ7 IAA ¢ uj oZ J N mc y g n a w ! M Ll] 1- 0 cam I ^ v ! Z O vl V al l 0 o S' E u u Z 0 V) DWG #: S W D002 SHEET: 3 OF 6 CONCRETE/ MASONRY 1 1/2" MIN. BY OTHERS EMBEDMENT SilverLme CAULK BETWEEN ° b AndeF50n CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS ZX WOOD BUCK BY OTHERS" ° f SEE SHEET 6 FORrjlNTERIQR i.." _..a.._.._ _. WIN POW6•PPOPf 3/8" MIN. OhE MVEPUi FDRtVECONNECTIONDETAILSEDGEDIST. NoarH RWNSWrC<. Ns aaPaz B WOOD SCREW—.- .. PH'. 752) a 354000 INSTALLATION ANCHOR EXTERIOR FINISH / z'' 1/4" MAX. MIN. 3/8" EDGE DISTANCE dBYOTHERSi/4" MAX. SHIM SPaGEPERIMETERSHIM SPACESEALANTO.A. BY OTHERS • wZUNITSASHREINFORCINGHEIGHTEXTERIORSEESHEET6FORREQUIREMENTSMIN. 3 THREADS N w v m o z wm SEE GLAZING PENETRATION BEYOND 7 w DETAIL SHEET 6 METAL STRUCTURE . w¢ ING #8 GR, 5 SELF -TAPPING SCREWSEEGLAZ a v DETAIL, INTERIOR INSTALLATION ANCHOR - e 1 METAL STUD BY OTHERS, Iw- SEE SHEET 1 INSTALLATION a L NOTE 14 fVERTICAL SECTION EXTERIOR oo4, HEAD - ZX WOOD BUCK BY OTHERS FINISH V) NAIL FIN Z EXTERIOR PERIMETER SEALANT SEE GLAZING BY OTHERS O ZO DETAIL, SHEET 6 O. A. V% UNIT EXTERIOR INTERIOR WIDTH c`x.1O. A. LU Lu UNIT HEIGHT PERIMETER // HORIZONTAL SECTION SEALANT } 4 JAMB - METAL STUD BY OTHERS n 1/4" MAX. NAIL FIN EXTERIOR FINI5H SHIM SPACE O BY OTHERS 48 WOOD SCREW —__-_ ti O . ,..`dp;..` INSTALLATION ANCHOR 3/8" MIN, tit 2X WOOD BUCK BY OTHERS T- EDGt DIST. SEE SHEET 6 FOR •- -• °y •' CONNECTION DETAILS P a' . mod, •••• Q,`.5 CONCRETE/ MASONRY CAULK 8EIWEEN J>/y CONCRETE/ MASONRY & 2X BY OTHERS O WOOD BUCK BY OTHERS 1 1/2" MIN. EMBEDMENT m Ln m Lo h Z`E Y N 'CF VERTICAL SECTION R 3 " Z a / SILL-2KWOOD BUCK DWG#: NAIL FIN SW[)002 SHEET: 4 OF 6 10 WOOD SCREW INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS _ CAULK BETWEEN CONCRETE/MASONRY_ BY OTHERS EXTERIOR FINISH''•••' BY OTHERS PERIMETER SEALANT BY OTHERS O.A. EXTERIOR J UNIT HEIGHT r I SEE GLAZING J DETAIL, SHEET 6 3/4" MIN. EDGE DISTANCE y 2X WOOD BUCK/STUD BY OTHERS SEE SHEET 6 FOR' 1/4" MAX. CONNECTION DETAILS SHIM SPACE a a ' SASH REINFORCING - c SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 1 M DETAIL SHEET 6 EMBEDMENTNT INTERIOR VERTICAL SECTION 5 1MAD • 2X WOOD BUCK THROUGH FRAME 1l4" MAX. SHIM SPACE SEE GLAZING DETAIL, SHEET 6 EXTERIOR a INTERIOR ANCHOR STRAP,, AT TWIN & rTRIPLE CONFIG. ONLY. SEE O. A. UNIT / HEIGHT PERIMETER SEAL BY OTHERS EXTERIOR FINISH BY OTHERS -n PRECAST SILL " BY OTHERS a 3/ 16" ITW TAPCON G INSTALLATION ANCHOR. PLAN VIEW -ANCHOR STRAP P/ N 50-2995-2)' DETAIL AT RIGHT FOR INSTALL. REQ. SHIM MAX. SH -- IM'SPACF MIN. a: < EMBEDMENT 74 a. f 3/4" MIN e EDGE DISTANCE p VERTICAL SECTION 5 SILL • CONCRETE/MASONRY THROUGH FRAME 5) T#14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED TO ACCOMODATE #14 DIA. 0. 0620 - 0. 5000(2) 0. 7500(2) MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/ 2" EDGE DISTANCE INTERIOR lU GR.!) StLF-YAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STVD.UR APPROVED MULLION BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS O. A• UNIT WIDTH HORIZONTAL SECTION S IAMB -METAL TUBE/STUD OR APPROVED MULLION THROUGH FRAME. 4. Ob00 2 SilverLine byAndersen M' IH DRw.SKIT 014E SiLYB:LINE DRIM NOM MI)SWIU, NJ 08W2 PR ( 754 135-IOW - m 3 Q me rn 0 o N 0 . uc 0 z p r Z a p n <^ 0 V LL w y zwu tt 2 dL' H.W m V) U m H Z D LW na u m o 2 n Lnw ¢ <^ z F o T' C) H Z H r u L1J w n n 2)— 6: 000 INSTALLATION ANCHORS JO FROM ANCHOR STRAP TO .--•'.••,t.• dl„ PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING. SEE ANCHOR z p t ;••• ,:d REQUIREMENTS BELOW. _r ANC__ HOR STRAP ANCHORING RE UIREMENTS A. FOR INSTALLATION 1-0 CONCRETE/MASONRY, USE (4) 3/16" ITW TAPCONSO PR ' a PER STRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/4" EDGE DISTANCE. L; LJ m w B. FOR INSTALLATION TO METAL STUD, USE (4) #10-SELF-DRILLING SCREWS. GR. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN-3/4" EDGE DISTANCE. h N Z V) lu mY ' I- ZIC, FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP, MIN. n o; O3 M V) 3- 1/2" EMBEDMENT; MIN. 1" EDGE DISTANCE. bWG #: SWb002 SHEET" 5 OF 6 INTERIOR EXTERIOR Q INTERIOR o o 00 SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF REQUIREMENTS REQUIREMENTS. VERTICAL SECTION HORIZONTAL SECTION 6 MEETINGSTILE l J INI'ERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING I5 REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DE5I6N PRESSURE */- 35 PSF 36 X 84, (0/X), DESIGN PRESSURE+/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE */- 50 PSF 38 X 77. (O/X), DE5IGN PRE55URE +/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE +/- 50 PSF 108 X 62, (0/X-O/X-O/X), DESIGN PRESSURE +/-50 PSF 108 X 72, (0/X-O/X-O/X), DESIGN PRESSURE +/-50 PSF c- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING 15 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 P5F 0-STEELINTERMEDIATEFRAME'SMALL'REINFORCING I5 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-0/X), DESIGN PRE55URE +/- 35 PSF Silver Line InAndef'SenNOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY" IWITHSAFETYGLAZINGREQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. w u oa ws. aooRs ONE 5I 'M INE DRIVE NORTH D .VN$W—, N] OH W PH:(75Z) 435-IOW 5/8" G.A. I.6. 6LA55 r ao n Nuig i o z4 6 (a Oar' EXTERIOR INTERIOR 1=Zl 2m MIN. GLA55 n w z m tZ' Cd U BITE_i/2" N L o Z i/8" SETTING BLOCK GLAZING DETAIL 1 0 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN P' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX: O.C. SPACING SPECIFIED 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 WINDOW FRAME. BY OTHERS 11/4" MIN. .. EMBEDMENT _ 11/2" MIN. EDGE DISTA.NCE 2" M_IN. EDGE `\\ DISTANCE `- CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION bETAIL 8,— "P, p a0 _ U Z O Q V DWG #: SWD002 SHEET: 6 OF 6 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. 1111-"-]'-,-'i`-- W D M A Conformance and License (CCL) s Adtttinisttatuvv Msias, mcnt Systems„fnc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in)-H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9141930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05! Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118xl905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (38x66in')-Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW & OOOR MANUFACTURERS ASSOCIATION D M A Hallmark® Certificate of Conformance and License (CCL),t,:t. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AdminisAmtivc Manggeoxnt Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm* (44x62in*)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7,52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 511/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 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 C9979.01-109-47 9/24/2013 7/22/2017 1219xl829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOOR MANUFACTURERS ASSMATION Hallmark® Certificate of AMS, INC. W D M A Conformance and License (CCL) Adminisaatrvc Management SYst=tne.. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) ` Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP+50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/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 (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)* Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 2900-4900 Series/2901-4901 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 (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR MAANUFACTURERSASSOCtAMN Hallmark® Certificate of ,CMS M. Conformance and License (CCL) - dn"n'`Y`'"`'` C 5I 7Y1$„ Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/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 5.43psf) 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 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/l.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WD-20 10114109 Friday, May 13, 2016 Page 10 W rD WINDOW & DOOR MANUFACTVRERS ASSOCIATION MConformance g .[.allmark® Certificate of and. License (CCL) CMS, INC. Admiaisint",c. Managcment s,ste,r,s:Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) * Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)* Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +151-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900/2902-4902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psfl 440-H-027.32 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2119/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm 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 2900/4900/ 70 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 & DOOR MANUFACTURERS ASSOCIATION WDMAConformance 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 AiviS, INC. Ain„" "tCM5ivc 'Inc. own` Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/l.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118xl524mm` (44x60`in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +351-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/l.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINNOW & DOOR M,*4UFAC"ER$ASSC9CIAT10N hallmark® Certificate of `` AMs, INC. L'JL WDMA a Administrative Man&gcnxnt Conformance and License (CCL)Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm 2432mm E6290.01-109-47 11/23/2015 4/27/2025 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109-47 11/23/2015 4/27/2025 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psg WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: X7--c.4— John AfcFee, VP c rams, WDAL4 Hallmark By: A. 4 Rhonda Schotz, Authorized Representative, rfMS It Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Of 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Silver Line .Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval F .:# FL 1 9715 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: l — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverl:ine Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 rnntr ntc, 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' 111111 i 1,,/ ES F. O 7 T T rl Hermes F. ft%rero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method 1a of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5th Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5th Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the Sth Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 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: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Building Code Online BCIS Home I Log In j User Registration 1 Hot Topics l Submit Surcharge ( Stats & Facts ( Publications E FBC Staff ! BCIS Site Map Links Search Florida r Q- ProductApproval USER: Public User w..{s-- •ti4.S'ni Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL9174 R11 r Application Type Revision Code Version 2014 x' 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 6 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL9174 R11 COI Cert of Ind Scates 2011 s.odf Standard Year DASMA-108 2002 DASMA-115 2005 https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquFlIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Lac,j FL # : r Model Number or?Name,," " Descnpt on 9174.1 i 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. i Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Ril tI 0228 318958 P7.Ddf j Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementP16 s.Ddf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Reot 9100 rl s.odf j FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.2 5120 / 6100 / 9100 #0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0229318959 P8.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.Ddf 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 Rif AE ASTM. A 653.pdf door. FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party`. Yes 9174.3 5120 / 61 10 / 9100 #0230 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section__ Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0230 318960 P10.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementP16 s.pdf Design Pressure: +25.90/-28.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 Ril AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Limits of Use Installation Instructions. Approved for use in HVHZ: No FL9174 R11 II 0231 318996 P5.Ddf Approved for use outside HVHZ; Yes FL9174 R11 II Track Suoolement Chart PlO.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementPl6 s.pdf Design Pressure: +30.00/-33.50 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653_Ddf door.' FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 Ril AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0234 319022 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 https:/Avww.fl oridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J Rf\Nxf6u7ojnlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Cade Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 RII II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 lI Track Supplement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoplementP16 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 Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 20145.pdf Created by Independent Third Party: Yes i 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 II 0232 318999 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No Design Pressure: +12.40/-13.80 FL9174 R11 II WDJambSuoplementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yesi 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 II 0233 319000 PS.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.Ddf Design Pressure: +18.50/-20.70 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 FL9174 R11 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 II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSuoolementPl6 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.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 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.pdf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl IJRIWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 316 10/27/2016 Florida Building Code Online 9174.11 5120/S140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0600 319026 P4.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.odf FL9174 R11 II Track Supplement Chart P10.0f FL9174 R11 II WD3ambSuDolementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 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 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0602 319028 P5.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WD]ambSupDlementPl6 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 Reot 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s pdf Created by Independent Third Party: Yes 9174.14 51203 140/6100/9100/9400/9600 avaiMaxwidth. ntoporMax height. Max section height 24". Glazing 1 Limits of UseApproved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/- 25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0603 319029 P5.odf FL9174 R11 II Track Supplement Chart P10.0f FL9174 R11 II WDJambSupolementPl6 s.0df Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.15 15120/5140/ 6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/- 43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 P5.odf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Supplement Chart P10.1)df FL9174 R11 II WDJambSuDDlementP16 s.0df Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.0df Created by Independent Third Party: Yes 19174.16 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 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSunDlementPl6 s.0df https:/Avww.floridabui Iding. orglpr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRtWxf6u7ojnlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 416 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 ri s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing I #0606 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0606 319032 P6.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Supolement Chart P10.odf FL9174 R11 II WDJambSupolementP16 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 Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 1 no glazing available. Limits of Use Approved for use in HVHZ: No: Approved for use outside HVHZ: Yes Impact Resistant: Yes - Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0609 319035 P5.pdf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSuoplementP16 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 653.0df FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0608 319034 P4.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuDDlementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 P5.Ddf FL9174 Rif I1 Track Supplement Chart P10.1)df FL9174 R11 II WDJambSupplementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.flondabuiIdirig.orglprlpr_app_otl.aspx?param=wGEVXQwtDquf 1JRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 5f6 10/27/2016 Florida Building Code Online WN Nil Cnx, Credit Card Sate https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFlIJRtWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 616 A Division of Overhead Door Corporation 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 111E s 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 No.51737 b STATE OF 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f1/2 = 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 1-1/211, AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. 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)NIII3 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 N 51737 STATE OF .;'sty`: i 0 !! ORtOP N lliI I I trrr 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. ADDroved 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 SCHEDULE3 3/8" PJ A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT NOTES 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16' 780 10 13 16 800 10 13 15 No. 51737 f Q • STATE OF ' tU ssONA \N tIII{ 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Aooroved 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 SCHEDULE4 3/8" 0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMU"oTE2 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 1 17 1 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A p` No. 51737 STATE OF go ox` . LOR10p%' Q 2 i/l/iN/ONA` IIII111\ 1 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE5 3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NorE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMU111E2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 l No, 51737 OFS:` TATE i Off` '•,!C OR P' SS ONA1- ?\ N\` 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 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 REVISIONS a on 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 No, 51737 e 0 STATE OF 1SS/DNA; 1'1I Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR. C ARROLLTON, Tx 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROMOED ONLY FOR VERIFICATION OF NNOLOAD CONSTRUCTION DETAILS. 1 6" MAX. FASTENERS PER SCHEDULES 1 THIRD 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT 6" MAX. J DOOR WIDTH MINIMUM 2x6 p3 rk 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 CONCRETE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 2.6 p3 q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4) 3/8" SIMPSON TITEN HO SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4". DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE: MA%IMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2x6 p3 ( HEADER LOCK SOUTHERN PINE BRACKET LUMBER, 4" 4" 1-1/2 J ` —1/2" 4) 3/ WITH 1 LAG S MINIML 1-9/3 SUPPC DETAIL WOOD SUPPORT STIR! NOTE: MAXIMUM DESI CAPACITY OF 2430 L SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT ECKED DRAWING PART NO. REV. 324620 P16 REVISIONS Wagner Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 p`r? .ENBF No. V7374100 01Is STATE OF o,i O.c`'•,FIOR OP p zSIONA; Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES. PE 3121 FAIRGATE OR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROMDED ONLY FOR VERIFICATION OF NINDLOAD CONSTRUCTION DETAILS. MIN 2500 PSI CONCRETE NOTE, MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8" SIMPSON TITEN HO, 2-3/4" MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK 2 3/4" EDGE I MIN 2 x 4 SPF (C-0.42) OR BETTER WALL STUD NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE - SHEA HOLD BACK INTERIOR SHEATHING 5/16" LAG SCREW MATH 1-9/32" EMBED IN CENTER OF STUD (t 1/4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-204/16" TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LBS PER LAG FASTENER SHEET 2 OF 2 DATE I NAME JAMB CONNECTION SUPPLEMENT DRAWING PART NO. I REV. 324620 P16 The Genuine. The Original. aw 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Door Corporation 2501 S. State Hwy 121, Suite 2W Lewisville. TX 75067 Phone 4695497100 Fa 4695497281 my%v. o v e r h e a dd oo r. co m 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 No.7M5 STATE OF ,•:` 4NAL. Overhead Door.Corporation 4SubsidiaryofSanwa HoWi-gsCorporatlon t,, Horton rnnca 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. C c 3( tort 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. Drawings TABLE 1. FL 09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 3 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 %2" MDF decorative overlay. 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 lo t 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5`h Edition (2014) 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 5th Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 111111////Z ss Ark //,iENF • •.r i No.51737 0 STATE OF ' 4- sGiONA i ` 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER NTH A MINIMUM OF (6) J8x1' SCREWS INSTALLED IN 13 CA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 GA RAG ANGLE OF 13.75' AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WAND -BORNE DEBRIS REGIONS, 16 GA MIN HORIZTRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/160-5/8'' 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1/8" BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) #Bx1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE 5/16x1-5/8" LAG DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 GA 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) 1/4-147/8" SELF DRILUNG CRIMPTITE SCREW TO 1/4-200/16" TRACK ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JS 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 INSERTS). GLAZING SHALL BE 1/4- MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND ODES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 GA STIFFENEDATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G BRACKETSJAMBBRACACULESHEET2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELD FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. OUANITY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND TYPE DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SUDE LOCK- 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE: (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1" DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. B. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE, 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) N8x1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BDRNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOHN E. SCA TES. PE 3121 FAIRGATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAO CONSTRUCTION DETAILS. SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION A GA END CAP SHEET " SHEEET q 18 GA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SE( NOTE: ( 5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'- 0". (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIONS NO. OF JAMB BRACKETS EACH JAMB) TRACK TYPE LOCA71ON OF CENTERLINE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2") 7'- 0' 4 6 01 JB , 13" 01). 25-1/2" (JB), 34" JB), 45-1 4" (01), 63" (JB) 7'- 0' 4 6 FAT JB), TO- (JB), 21-3 4' JB). 29-3/4" (JB), 42" (JB), 63-1/4" (JB) B'- 0' 5 8 01 JB), 13' (01). 23" (JB), 34" JEI. 47-1 4" (01). 58" JB). 67' (01). 75" JB 8'- 0" 5 8 FAT JB), 10' (JB), 21-3 4" (JB), 29-3 4' JB , 48' (JB), 57-1 4' (JB), 66' (JB), 75-1 2" JB 8'- O' IGH LIFT ROOF PITCH SEE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMS BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT, NO ADDITIONAL HARDWARE NEEDED Y0 ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DDIOOOTIRi DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) 16'- 0" ALL 207.2/-230.4 14'- 0" ALL 181,3/-201.6 12'- 0" ALL 155.4/-172.8 10'- 0" ALL 129.5 -144.0 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U- BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION, CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER, CRT 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 6'-9-. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GIRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 ayne Balton STATIC PRESSURE RATINGS DESIGN ( PSF): +25.90/-28.80 APPROVED SIZES MAX WIDTH: 16'-0" SCALE: N.T.S. DATE SIZE: A NAME TEST ( PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 GIRT IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 OF 2 DIVISION OF OVERHEAD DOOR CORP PENSACOLA, FLORIDA1VE 32514850) 474-9890 WINDLOAD SPECIFICATION OPTION CODE 0230 DRAWING PART N0. 318960 REV. P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO _ WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-tax? 8" CRIMPTITE SCREWS SELF DRILLING CRIMPTI TE SCREWS FOR STANDARD TRACK AND (3) 0 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/B" SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE: DUE TO CLEARANCES REQUIRED TO 2' NYLON , RMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH o U-BARS, ALL U-BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SUDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER INTEGRAL RIB AND ATTACH WITH (6) 1/4-20x5/8" CRIMPTITE SCREWS (2 OF WITH (2) 1/4-20x5/8" WHICH ARE FACTORY CRIMP SCREWS THRU PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTIEDTO LOCATION (i THRU FLANGE TOP LEAF, AND OF U-BAR AND BOTTOM WHICH IS FIELD ED HINGE LEAF AND 1 THRU THRU PRE-PUNLE .. WEB OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH D 3) 1/4-14x5/8' PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-140/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-140/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM - BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-140/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-2Ox5/8" DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. p8x3/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2' O.C. MAX- 1 /8" BEAD GE / ULTRAGLAZE SSG4000ACSTRUCTURAL SEALANT OR 1 FACER STEEL) \ JOHN E. SCA TES. PE NON-STRUCTURAL 3121 FAIRGATE DR. DECORATIVE INNER CARROLLTON. T% 15007 WINDOW TRIM - FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICA 110N OF WINOLOAD CONSTRUCTION DETAILS. DETAIL E DETAIL A USED ONLY ON IMPACT GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH (4) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) DETAIL G 1) 1/4-140/6" SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT k OPERATOR BRACKET. NOTE' J-STRUT k SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) D 1/4-147/8" SELF DRILLING CRIMPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3". 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS WITH (5) 3% 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL 8 AND D THIS SHEET), (2) 1/4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-145/8" CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0-, THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH L BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. NON-STRUCTURAL DECORATIVE OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER 1 /4' POLYCARBONATE 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 SHALL BE 1 ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS. REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 5/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION, ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 3. 18 GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY 8" Ir '('$- FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A W® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DATE NAMEayne% TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/D6 GRT a® IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/D6 MRB MODELS 5120/6100/9100 SHEET 2 OF 2 IISION OF OVERHEAD DOOR CORPDRAWING PART NO. REV. PENSACOLA, FLORIDA1VE32514 WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 850 474-9890 SPLICE PLATE LOCATION e SEE SCHEDULE 14" MAX 12" r MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES, PE 3121 FAIR ATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF VINDLOAD CONSTRUCTION DETAILS, EE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN 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 13 GA MIN CONTINUOUS WALL ANGLE K TRACK 3) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX 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 agnc® 1 Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 850) A47FLRIDA 4 o989O 32514 REVISIONS 2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT JPDATED 3PJ 6/11/03 3 UPDATED FORMAT. INCREASED ALLOWABLE RESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS CRT 4/2/07 4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 5 UPDATED MODELS JSTED IN CHARTS. JPDATED SPLICE h CLIP SCHEDULES. DLP 9/06/07 6 UPDATE MOUNTING DETAIL DRAWINGS, CRT 10/05/07 7 UPDATED CHARTS TO ELIMINATE THE USE OF THE W8 CLIP (REPLACED WITH #9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 1 2/1 1/08 P10 UPDATED TITLE BLOCK CRT 6/2/10 DATE DRAWN SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" t1" EDGE DIST E60XX MIN. 1 /8 2-24 1 /8 2-24 MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLIP SPF (G=0.42) OR _ BETTER AT EACH 1/4-2Ox9/16" 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 q WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. a WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 4 a Q. Ga ad ° 4 CONCRETE MOUNTING DETAIL JOHN E. 5CATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 Tx PE 56309/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF VANOLOAD CONSTRUCTION DETAILS, 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK HEIGHT CLIP S FROM BOTTOM TO TOP SPATE # 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'-0" 7. 9. 9. 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK D OR CLIP S FROM BOTTOM TO TOP SPLICEPLATE # 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" 1 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3/8" TO 1-5 8' THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP SPATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7. 9, 9, 9 12 14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 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" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS 2 2 INCH RACK -CLIPS -TEXAS TALL ANGLE 12 FOOT PDATED PJ 6/11/03 3 UPDATED FORMAT, JCREASED ALLOWABLE RESSURES TO 46.00/-52.00 PSF FOR LL DOOR WIDTHS. HANGED "TEXAS WALL NGLEI TO "CONTINUOUS TALL ANGLE". ADDED UBSTRATE MOUNTING DETAIL, CHANGED TO TEN HD ANCHORS RT 4/2/07 4 CHANGED FORMAT. DDED MODELS 9800 NO 8024 WTH OVERLAY 0 TRACK CLIP CHEDULE. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS. PDATED SPLICE & CLIP CHEDULES. LP 9/06/07 6 UPDATE MOUNTING E TAIL DRAWINGS. RT 10/05/07 7 UPDATED CHARTS TO LIMINATE THE USE OF HE #8 CLIP (REPLACED ATH q9 ACROSS THE CARD). ALP 10/24/07 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11 /08 9 EXPANDED 1-1/2" TO 3/8" DOOR THICKNESS HART UP TO 14' HIGH. RT 12/11/08 10 ADDED MODEL 8700. PDATED TITLE BLOCK RT 6/2/10 Wagne® DATE NAME DRAWN 8/21/07 GIRT CHECKED 8/21/07 1 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PEN 4-969032514850) A47FLRIDA DRAWING PART NO. 307494 REV, P10TRACKSUPPLEMENTCHART Florida Building Code Online Pagel of 3 1 0 4 b 9 Flc zfda t BCIS Home E Log Jn User iteglstration I HotTopl6 Submit Surcharge Stats & Facts 1 Publicat(ons ; FBC Staff j BCIS Site Map I Links Search 1 yn paar§nenta R tt'rrI1Qp1C`INu) 1 lof1..J l l Product A roval USER: Puboc UPser Regulation Product Approval Menu > Product or Aoolicatinn search > Aoolicaflon List > ApplicaUon natai, RIN1 FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived M Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsltlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Small Category Exterior Doors Subcategory Sliding 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 the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE FJ Validation Checklist - Hardcopy Received certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certifled By Sections from the Code FLIS332 R2 CaI FLCOI.pd Standard Year AAMA/WDMA/CSA 101/I.S,21A440 2005 1711 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONo ON/A https:/lw,,vw.floridabuilding.org/pr/pr_app dti,aspx?param=wGEVXQwtDgtH8572qvdWI... 8/31/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of FLIS332 R2 CDC FLIS332-COMP.Ddf Method 1 Option D 04/30/201S 04/30/2015 05/06/2015 I FL # I Modelr Number or Name I Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 14S-3/4"X80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No 1:1-15332 R2 II 08-00500C odf Approved for use outside HVHZ, Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: REFERTO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 5108076.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"xBO" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-0049SC_0 f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other,. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108058.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 42.0 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96 x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332 R2 II 08-02249A pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: REFER TO APPROVAL DOCUMENT FOR DESIGN 1`1_15332 R2 AE 512969A.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation instructions Approved for use In HVHZ: No FLI5332 R2 II 03-02250A.Pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 512970A. Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II OB-00499C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN R15332 R; AE 5108066 odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD littps://www.floridabuilding,org/pr/`D-r a -OD dti.aspx?param=wGEVXQwtDgtH8 572gvdWI... 8/31 /2015 Florida Building Code Online Page 3 of 3 Limits of Use Instaliation Instructions Approved for use in HVHZ: No FL1S332 R2 II OB 00501C.pdf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party, Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 4301440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143,X80n NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-0QS02C.od Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN ELIS332 R2 AE S108090.04F PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIFS 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332 R2 II 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AC 51081011.pdf PRESSURE RATINGS Created by Independent Third Patty: Yes Beck Next Contact Us a 1940 North Monroe Street Tallahassee FL 32399 Phone: SSOA87-1824 The State of Florida Is an AA(EEO employer. Copyright 2007-2013 Stata of Florida.:: Privacy Statement :: Acccps5iby Stgbgment :: RAMd Statement Under Florida tart, email addresses are public records, rf you do not want your a mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional meJ. If you have any questions, please contact 850.437.1395. •Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, lkensees licensed under Chapter 455, F.S. must provide the DaparLm nentwithanealladdress It they have one, The emails provided maybe used for of hl communication with the licensee. However email addresses are public record. n you do notwtsh to supply a personal address, please pmvlde the Department w{th an email address which can be made evadable to the public. To determine if you are a licensee under Chapter 455, F.S., please clldc htle . Product Approval Accepts: iChict Credit a ri https: llwww.floridabuilding.org/pr/pr_app_dti, aspx?param—wGEVXQwtDgtH8572gvdWl... 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 10 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. INHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE - SELECTION OF COATING OR MEMBRANE IS T,HE RESPONSIBILITY OF THE ARCHITECT CR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-TS. 5. UNITS MUST BE CLAZED PER ASTM E1300-04 WITH SAS GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM L REQUIRED FOR THS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED INHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE Wn'H 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLAT,CN DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #1 D SMS OR SEiF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BE -ONO STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT, 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW; A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0=0.42 B. CONCRETE - VINiMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, CRADE N, TYPE t (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINIUM 6053-T5 1/8" TXJCK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PiX TABLE OF CONTENTS SHEET NO., DESCRIPTION 1 j NOTES 2 - 3 I ELEVATIONS 4 - 10 INSTALLAION DETAILS REVISICrS REV I DESCRIPTION I DATE I AFPRWED A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R:. 1 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 06" x 95" NOTES AWN: I U513 ND, .S V.L. 08-02249 sCAIF KTS DATE 10/30/1.3 sN 1 OF 10 SIGNED: 1211612013 J5 1g9 " yNCEh1sF p r, STATE OF I: HI 26" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED SEEANCHORS PER LOCATION CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 6" -M"AX- 6" AX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WfTHOUTADAPTER EX7EWOR VIEW DESIGN PRESSURE RATWG fbPACTRA77NG 35.OPSF NONE WITH 24132" SIL L SEE CHARTS #1 AND $2 FOR OTHER UAf1T5 RATINGS DESIGNPRESSURERATING I IMPACTRATINQ f25.01-28.6PSF I NONE Wf7H 1-1/v SILL SEE CHARTS 43 AND #4 FOR OTHER UNITS RATINGS CHART#1 WRH2.17R2"SILL WHERE WATER INRL7RAT10NRE51STAN0E IS REQUIRED. a -=CL Design pressure chart (pso Sulpla Panel andTotal Frerne Wktlh(In Pranm W 30,0 36A j 47-0 4H.0 Height 6000 MOO 84.00 6.00 PoeI Neg I Pot I Neg Pas Neg Pnc Neg E4.0 40.0 58,4 4D.0 503 0.0A 417 40.0 42.D 88.6 40A 552 b0.0 43.0 1 49.0 4A0 3B.d 3B. 92A 60.0 524 40.0 4 A 40.0 40.5 96.0 d0A 49.8 a0.0 43,i A 38.4 35.0 35.0 CHART #2 WRH2.7A32' SILL INHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pre8sure ef- (Psj ..,, S(nOle Paneland TotalFran Mr4hpn) 2o 0a,'000 T6.. 0004 8400N 946aA00 PosI Neg I Fos I Neg 0 5 9 OA6526 55,2689,07 3,D 43.0443A a35.O3&020 52.4 52A 40.0 3&4 REVSIONS DESCRIPITON DATE AFP0 M ADDED FIANCE A1.D FIN INSTALLATION 12/10/13 j RA - CHART #3 WITH 1- L2" SILL WHERE WATER 1NFILT RA770A! RESISTANCE IS REQUIRED. A TC a Cf. rGFT 1 Des'ga pressure chart ( 030 SSngWPaaeland7bt3IRam WdthCN Frame 30' D 76A 420 1 48.0 1ie51ht 60A0 1 7Z09 84A0 96. 00 N) Pas Neg I Pos I Neg Pos Nag Pos Neg sto 25.0 47. 8 1 25.0 1 41,7 25.0 37.4 126.0 34.4 88.0 28,D 0 393 25.0 352 25.0 322 920 75.0 429 25.0 372 Z 332 25.0 30.3 16.0 0 40. 7 25.0 353 25,0 31.4 26,0 26.6 CHART#4 Wf774 7- 1 /2. SILL INHERE WATER JVFILTRA7ICN RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 CHART#5 Design pressure Chart (PSO B n9W Fanel tnd Total Faae 1N th (IR) _ 48.D Prams 306 36.042X He1gM 66.00 7200 I " Do In) Pas1 Neg Pos I Nag I Pos Meg Pas KO-1 47.8 47.8 41.7 41.7 37.4 37.4 34.4 34A 880 452 452 993 393 352 3 32.2 322 820 429 429 372 572 33,2 33.2 3D3 303 96,0 0. 353 3531 31.4 1 31.4 2.6 Number ofenchor/oeaHons regcdred 8fng1e Panel and Total Frahm Wtlth n) hN 30A 0 720 420 84A dBA 96. 0 faS lamb Has Jamb Has 1amD H6S Jamb 7qp 4 6 8 6 8 fi B fi ffi.0 4 6 5 0 e 6 a B 920 4 1 6 5 1 6 6 8 6 a 98,0 4 1 8 6 e 6 e 6 6 MI WINDOWS AND Ds LLc S F I+LO'`''% CARROLLTON, TX 75006 y\ OEhSF•gd' SERIES 420 SGD REINFORCED WITHOUT ADAPTER D * 98" x 96" 1*' ELEVATION x•TATE OF : tv zz f/Ajs"OWAi10\\`` mwm ORri ND• REV A V.L. 08 OZ49n4EANTS10/30/ 132 OF 10 a..., .,.. 'fi.;,,n:. :+.i. .a.r—r. ..a ..a:;-., n...:.v.: .. ,... :.:_...._ ..,.,.,_e..:._r.......,._.c....,n"a..ux.:...xo.x a•:_.......-...x_. .,... ii .....—_. ... ...- _ cT-.r...w a_... .. a. .____ .—..— ._...v ...v .. .. a. a ._._a v .r i._. .. .:n„. .. ....... f n FT HE 95" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX I 6" AX aM E GHT 5" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATNG i7350PSF NONE WITH 24W" SILL SEE CHARTS 91 AND 42 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACTRATING 25.01-28.6PSF NONE WITH 1-12" SILL SEE CHARTS 90 AND #4 SHEET 2 FOR OTHER UNITS RATINGS 6" MAX REv161otJ5 REV DESCIaMN GATE I ppRmED A I ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L CHART#6 TJnpIlY1 oranc5or to d3YonsaequlreC single Panel and Total LotVMdth (ip) Frame J0.0 I 34a 420 49.0 Heiphl cps 60.0 Nd3 lamb TGO HIS lamb 84.0 H45 lamb 964 Hd.S Jamb 84A 4 6 5 6 6 6 6 6 88,0 4 6 5 6 6 6 6 6 92A 4 6 8 6 6 6 6 6 96.0 4 6 6 6 8 6 6 6 5 3/5" ---- 2" 2 1/32" SILL ALUMINUM 6063-T5,055THICK 5 3/8" 1 11/2" i 1 1/21, SILL ALUMINUM 6063•T5.0657WFCK M( WINooWw. cANDRosBY00oRS LLC s t IrL66zl CARROLLTON, TX 75006 y v"•\GE S,cP SERIES 420 SGD REINFORCED WITHOUT ADAPTER FIN ELEVATION 6RAWIJ: oW6 No. (S I I ME NTS — 10/30/13 DB 11IM39OF 10 A 'X fsjQNA REVISIONS 1/2" MIN. REV DESCRIPTION DA7E APPROW EDGE DISTANCE A ADDED FRINGE AND FIN INSTALLATION 12/1D/13 R.L 1 3/8" MIN. WOOD FRAMING EMBE( MENi OR 2X BUCK i BY OTHERS 1 /4" MAX. ttt0 WOOD SHIM SPACE 1 3/8" MIN. EMBEDMENT 1/4` MAX. SHIM SPACE SCREW INTERIOR 1MIN. EDGEE O DISTANCE10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II I I II I I INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLAR1iY. 2 RFJRIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED PI ACCORDANCE WWHASTM E2I f2 Slit TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESNE OR EQUAL SEE SHEET 3 OR SILL OPTIONS MIN. TENT 10 WOOD Ea fE, SCREW WOODFRAMING JAMB INSTALLATION DETAIL OR 2X 13UCK WOOD FRAMING DR.2X BUCK INSTALLATION BY OTHERS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" x 95" FRAME INSTALLATION DETAILS DRAWN: DWC N0. R V.L 08- 022, scA NTS DAB 10/50/13 5"'ET4 OF 10 TATE OF ss aAIA `l i\t\ R sloNs oesa+ianON wty nrrxiovm ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 I R.L ME1AL 1 J4" MAX. STRUCTURE SHIM SPACE BY OTHERS 1 /4" MAX. SHIM SPACE 10 SMS OR SDRILLING INTERIOR SCREW 7/ 8" MIN. EDGE DISTANCE L_ EXTERIOR INTERIOR IN SILLTOBESETA BED OF VULKEM 116 10 SMS OR CONSTRUCTION ADHESIVE OR EQUAL SELF DRILLING SCREWS 10 SMS OR METAL SELF DRILLING STRUCTURE EXTERIOR SCREW SEE SHEET 3 BY OTHERS FOR SILL OPTIONS METAL STRUCTURE JAMB INS7ALLATION DETAIL BY OTHERS METAL STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL- MUCTURE lNSTALLAnOAr NOTES. f. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BYOTNERS TO BE DESIGNED RV ACCORDANCE WITHASTM Eli f2 tiil WINDOAND DOORS LLC 1 11i9fi//` 001WW. CROSBYDCARROLLTON, TX 75006 O NSr•cP 5196"FRAME SERIES 420 SGD REINFORCED WITHOUT ADAPTER INSTALLATION DETAILS MAY2 76OF 4S^ZcR IIl\ U\\ i DRAWN: V. L On ND. oe D2249 A scA NTS w10/ 30/13 ES OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2" MIN EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1 /—/44" MAX. SHIM SPACE 3/16' TAPCON EXTERIOR 11 INTERIOR Jj SILL TO BE SET IN OR ONEQUALTION ADHESIVE REVISWNS DESCRIP110N DATE APPROVE ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. 1 1/4" MIN, EMBEDMENT 9 1 /4' MAX. 2 1/2" •e SHIM SPACE MIN. > " EDGE DISTANCE 0 3/1 S" TAPCON CONCRETE/MASONRY BY OTHERS v SEE SHEET 3 FOR SILL OPTIONS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 1 /4" MIN. EMBEDMENT a VERTICAL CROSS SECTION CONCAE'lF 1ASONRYINSTA ATION 2 1/2" MIN. EDGE DISTANCE INTERIOR sit EXTERIOR JAMS INSTALLATION DETAIL CONCRETFJMASONRY INSTALLATION NOTES.' 1. IN7ETORAND DCTERIOR F7NISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALAMBY OTHERS TO BE DFSIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWSLLC 1.0CROSBYOOpS CARROLLTON, TX 75006 IP, f,/ zr .- ,v ENS-f- SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 5 *= FRAME INSTALLATION DETAILS n QAi/ oa TAT DF f/' ONAL`ti DRAWN; DWG ND. REv oa 50224s A sc MTfNTs 10730/13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMINL OR 2X BUCA BY OTHER 1/2" MIN. EDGE DISTANCE 1 3/8" MN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR U— Il [I INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: i.1NTER10RAND EXJ'ERIOR KNISHES, BYOTNERS, NOT SHOWN FOR CLARITY. 2, PERIMETFFP AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTW Elf f2 0 BE SET IN OF VULKDA 116 RUCTION ADHESIVE UAL SEE SHEET 3 FOR SILL OPTIONS MIN. GENT T 1 3/8" LAIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS SHIM SPACE RENSIONS ummr(ION I Dar I APPROVED ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 R.L fA1"I'ppi TA JAMB INSTALLATION DETAIL WOOD FRAMING CDR 2X 3UCKIN87ALLA770N MI WINDOWS AND DOORS LC CARROLLTONRTX87006v`VGNS9s9 0 6 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" wytK C FLANGE INSTALLATION DETAILS OFTATE O.3Cr F;ORI. r7s ONAy1 DRA*L Y.L. DWG NO, 08-0022249 ve A DarNTS 10/30/13 7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 118 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SEOTIOIV METAL STRUCTURE INSTALLATION NOTES: I. INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY. 2 PERVETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WTHAS7M GRI Y2 7/B- Mil EDGE OISTA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RENSIDN5 ftEV DESCRIpmri DATE I APPRDVW A I ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALLAT70N MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75005 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" x 96" FLANGE INSTALLATION DETAILS DRAWNi DWG N0. R V.L 08-D2249 ZME NTS DAB 10/30/13 1HEIrS OF 111 RI rL,o i v •C,E/YS'9iq TAT F 2 1/2" MIN. EDGE DISFANCE 1 1/4" MIN. a• . EMBEDMENT CONCRETE/ a MASONRY 1/4. MAX. BY OTHERS SHIM SPACE OPTIONAL SX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/18" TAPCON EXTERIOR 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 fb 1 1/4" MIN. e' . A . EMBEDMENT e 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONAY fNSTALLA77ON aEvcsiDNs DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L 1 1/4" MIN. EMBEDMENT a ' 1/4" MAX. z 1/2" SHIM space INTERIOR MIN. b` EDGE DISTANCE a 3/18" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR AMSHES, BYOTHFAS, NOTSHOWNFOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN A COORDANCE WfTH ASTM E2112 MI WINDOWS cRoseDOORS LLC P. Lo 'fly CARROLLTON, TX 75006 v •*tGENSC qiP 0 6; SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96 FLANGE INSTALLATION DETAILS pawITATOFF+_ ORy 1S%` NAyryLI\\\\\ DRAVINt DwD No. OS-02249 A SCALE NTS DATE 10/30/13 —T9 OF iD_-- WOOD FRAMING BY OTHERS 1 1/4" j MIN. EMBEDMENT 8 WOOD SCREW 7/16- MIN EDGE DISTANCE 1 { l/4" MAX I SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLA71ON 1 1/4" MIN. EMBEDMENTr B WOOD WOOD SCREW FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 7/18" MIN EDGE DISTANCE EXTERIOR j 1 1111I ! I r INTERIOR I I VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL WSTALLATION SEE SHEETS 4-9. REVISIONS D6CRIP710N DA7E APPROVED ADDED FLANGE AND FIN INSTALLATION 12/iD/13 I R.L 1 5/8" MIN. EDGE DIST. TRIM ° . 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS IX BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED TAPCOTAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS j TRIM 1 Val, MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP JID S#10CR WOOD SCR SELF DRILLING SCREW SCREW PANEL PANEL INTERLOCK EXTERIOR INTERLOCK EXTERIOR — HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X SUCKAVOOD FRAMING METAL STRUCTURE MI WINDOWS AND DOORS LLC \\lllRtLtali, 1001 W. CROSBY RD ...... CARROLLTON, CARROLLTON, TX 75006 ti v \CEl 0 NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1. INTERICR AND EXTERIOR F1NfSHES, BYOTHEAS, NOTSHOWMFOR CLARr1Y. NAI LFIN &HOOK INSTALLATIONELATION DETAILS pTATE DF ,• 2.PERIMETERAND JOINTSEALANT8YOTHWN.ERSTOBE DRAvrrcNo. REvtcS:cLORtd? DESIGNED INACCORDANCE WIRAS7ME21'12 V L 08-02249 A scale Dare SHEET NTS 1D/30/ 13 10 OF 10 INTERIOR TRIM 1/2" MIN. EDGE DISTANCE T 1 3/8" MIN. WOOD FRAMING EMBEDMENT OR 2X SUCK L BY OTHERS 1 3/8" MIN. 1/4° EMBEDMENT MAX' SHIM 10 WOOD SCREW SPACE MIN. EDGEGE DDISTANCE 10 WOOD SCREW I WOOD FRAMING ft OR 2X BUCK BY OTHERS EXTERIOR INTERIOR 10 WOOD SCREW SILL M BE SET IN A BED Of VULKEM 115 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X SUCK2y BY OTHERS 1 3/8- MIN. EMBEDMENT VER77CAL CROSS SECTION WOOD FRAMING OR 2X SUCKINSTALLATTON NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTi-TERS. NOT SNOWN FOR GI ART Y 2 PERIMETERAND JO/NT S=ALANT SY OTHERS TO SE DESIGNED fN ACCORDANCE WR'H ASTM Eli f2 1 /4" MAX. SHIM SPACE RLA31ONS REV I OESCRFn0N DATE APPROVED A ADOU CHARTS 03/05/12 R.L 8 REVISED PER NEW 1FSTING 10/15/13 R-L C ADDED FLANGE (NSTALLATIONS 12/06/13 R-L- INTERIOR NFL IA EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X SUCK TNSTALLArON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 76006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAW OWG N0. F.A. o8—o0S03 cal; NTS D^ 02f23/09 sRaEt3 OF 9 i1111f1// 4TE OF 'rv NAL \\ Il lik" M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES_ 1.1NTERrOR AND EXTERIOR F NISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SYOTHERS TO HE DESIGNED IN ACCORDANCE WM-I ASTM E2112 1 /4" MAX_ SHIM SPACE 1 7/8' MIN. EDGE DISTANCE AS OR RILLING 1 /4" MAX. SHIM SPACE INTERIOR RENSIONS REV pE5CR1PfI0N WE APPR04ED p ADDED CHARTS 03/06/12 R.l. 6 REVISYO PER NEW TESTING 10/15/13 R.L. C. ADDM FLANGE INSTALLATIONS 12/06/13 R.L n F? AID sMs OR I ,,.Im=j SELF DRILLING SCREWS 0 BE SET IN RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS EXTERIOR JAMB WSTALLATION DETAIL METAL STRUCTURE INSTAL ATTON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 4.30/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS pAAWk )wc NO. F,q, 08-00503 scZl NTS °tip 02/23/09 5H'U4 OF 8 P. I rlro v SSSTATE OF gjj;1KAL`E 2 1/2" MIN. EDGE DISTANCE 1/4" MIN. a 1 D4UEOMEN7 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE CONCRETE/ 1 MASONRY BY OTHERS 2 1/2" MIN. s: EDGE DISTANCE a OPTIONAL INTERIOR 1X SUCK E TO BE 6 1/4' MAX. PROPERLY SECURED SHIM SPACE 3/16" TAPCON d SEE NOTE 3 SHEET 1 3/16" TAPCON b CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR q,b a EXTERIOR SILL TO BE SET IN A BED OF VULKEM 115 CCONSQU'ACTION ADHESIVE 3/16- TAPCON SEE SHEET 2 FOR SILL OPTIONS OPTIONAL 1X BUCK TO BE PROPERLY MASONRY/ CONCRETE SECURED SEE NOTE 3 SHEET 1 BE 1 1/4 MIN. d EMBEDMENT d VERTICAL CROSS SECTION CONCRETEiMASONRYlNSTALIATION EDGE/ DISTANCE REVISIONS REV DESCRIPTION DATE APPRO'FA A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/05/13 R.L J JAMB INSTALLATION DETAIL CONCRETE. IMASONRY INSTALLATION NOTES. f. INTERIOR AND EXTFJTIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. P- PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED INACCORDANCE WITH ASTM F2f fR MI WINDOWS AND DOORS LLC 10C1 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SOO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN; OWC NO. F. A. DS—D05 13 CAE NTS I DATE. 02/23/09 s"'ET5 OF 9 t 5 `F I1i10 i y° TATE OF 0RV2 000 FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW WDDD FRAMING OR 2X BuCK BY OTHERS 1/2" MIN. TEDGE DISTANCE 1 3/8" MIN. EMBEDMENT M/AX I MAX. SHIM SPACE 1 3/8" MIN. EM DEC MENT T- 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY 07HERS 1 3/8" MIN. EMBEDMENT VER7ICAL Cft055 SECTION WOOD FRAMING OR 2X BUCKINSTAUATLON NOTES: 1. INTERIORAND EXTERIOR FINISHES, BYOTHE17A NOT SHOWN FOR CLARITY. 2. PERIMETkli AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH AS774 E2112 REVISIONS REV I DFSCRI"ON DATE APPROVED A ADDED CHARTS 03/05/12 R-L. H REVISED PM NEW TESTING 1C/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/05/13 R.L. 1/4' MAX. SHIM SPACE INTERIOR ml'3 p3l,IiL' a EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2Y BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: awc No. F.A- 05-00503 _ SCALE NTS JDATE 02/23/09Js"F'76 OF 9 51111flLJOSJ Gi v •\OENs i:'9s S+TAAATT OF,arL` QAA' : 0R10:• METAL STRUCTURE BY GTHERS 1/4" MAX. SHIM SPACE OR 7/13-MIN, LUNG EDGE DISTANCE 1/4" MAX. SHIM SPACE FINFERIOR REWSIONS REV I OESCRMON DAZE APPROVED A ADDED CHARTS 03/06/12 R." 6 REVISED PER NEW TES71NG 10/15/13 R-L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. EXTERIOR INTERIOR # u10SMSOR SELF DRILLING SCREWS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCION ADHESIVE 10 SMS OR - OR EQUAL METAL v SELF DRILLING STRUCTURE SCREW BY OTHERS EXTERIOR METAL SEE SHEET 2 STRUCTURE FOR SILL OPTIONS JAMB INSTALLATION DETAIL BY OTHERS h Kh METAL STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1. INFERIOR AND EXTERIOR FINISHES, SY OTHERS, NOT SHOWN FOR CLARJTY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS F.A DRAWN; 1riV0 N0. 08-00503-00503 MALE NTS — 02/23/09 1 SH-7 OF 9 s, `C EN rfi9`S'G 7A7EOF .K,-. rLOP,V'0' • iFd''••..• 0 N 01JA REVISIONS 2 1/2" MIN. aw DESCi F71DN GATE APP0.WED CONCREE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. MASONRY BY OTHERS 4 9 RID [SED PER NEW TESTING 10/15/13 R.L. v a . , .a . • +' C ADDED FLANGE INSTALLATIONS 12/06/13 R.L a• .., e t 1/,," MIN. EMBEDMENT 7 1/4-" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE OPTIONAL _ 2 1/2" MIN. a ' 1X BUCK EDGE DISTANCE INTERIOR TO BE • PROPERLY • •` 1L1JSECUREDHIM MAX• SHIM E NOTE 3 SPACE SHEET 1 3/15" TAPCON Fi3/16" TAPCON i t l l I I I EXTERIOR 3/16" TAPCON —\ INTERIOR CONCRE7E/MAS01 BY OTH SILL TO BE SET IN A BED OF WLKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS 1 1/4" MIN. VERTICAL CROSSSEGTIDN 2 1/2" MIN. CONCRETFA4ASbNRYfNSTALLATION EDGE DISTANCE OFnGNAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 JAMB INSTALLATION OETAFL COW' RETeMASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, 8Y OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT•BYOTHERS TO RE DESIGNED IN ACCORDANCE WITH ASTM E2112 AND DOORS LtCtiiIWINOOiWW. SlIS- L CROSITY CARROLLTON, TX 75006 GENS:gcs 5 * V-TATfg SERIES 430/440 XIXFO SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS OF FSs Q td ORAN; oWc No. dOS•-04503 l/!/ IONA `1` scA>E as sH tNTS02/23/09 8 OF 9 1 5/8" MIN. EDGE DIST. a III TRIM 1 1 /4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE o BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16" TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD r7 SCREW REVISIONS MCRIPIION DALE APPROVED ADDED CHARTS 03/05/12 R.L REVISED PER NEW TESTING 10/15/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 P.L. METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP SCR SELF GRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. WTFRIOR AND EXTERIOR MSHES, BYOTHERS, NOT SHOWN FOR CLARITY. Z PERIMETERAND JOINT SEALANT BY OTHERS TO BE DES[GNED INACCORDANCE IMTHASTM E2 12 EXTERIOR "—J PANEL INTERLOCK HOOK STRIP INSTALLATION MI WINDOWS AND DOORS LLC A: // R I ILp2XBUCK1W000FRAMINQ51 /ice yvCHNa9didlCARROLTON, ICSSY TX 75006 SERIES 430/440 XIX SGD 0143' x 96' REINFORCED fp(; HOOK X.TATEINSTALLATIONDETAILS0OF 4r DRAWN owa Ro, Fd,SlORlO FA OS-00503 f//JIONA`11\\\\ SO/LE GATE SHEE7 NTS 02/23/09 9 OF 9 6/9/2017 Florida Building Code Online f f I 1a a a Tr BCIS Horne Log In user Registration Hat Topics. Submit Surcharge- Stats & Facts ; Publications FBC Staff i BCIS Site Map Urks 'Search drbd tt PrgducC Approval a t USER: Public User Product Aooroval Menu > Product or Application Search > ,Application List > Application Detail FL 4 FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsuitants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. r Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 C01 Certificate Of Independence pdf 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://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%p2fuCfc2MRiSC82u%a3d%o3d 113 6/9/2017 Florida Building Code Online FL15000 R2 Eauiv FL - 15000 Eouiy of Standards.odf 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 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use — Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 If INST 15000.1-edf 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 15000A.Ddf I additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) iS000.2 b. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2 rdf 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 FL1500o R2 AE EVAL 15000.2.pdf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.3 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with &without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.3 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, RE. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 It INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any EL15000 _R2_AE EVr 1 15000.4.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.5 j e. "Fiber -Classic" or "Smooth -Star" 8'O "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https /ffloridabuiIding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6/g/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes 171-1S000 R2 IT INST 15000.5.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.S.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fber Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door -Inswing (OX or X0 Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes 1 15000 R2 II INST 15000.6.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 A.E EVAL 15000.6.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "7" part number doors, which have been stained or painted within 6 months of installation.) Contact Us :: 2501 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accesslbillty Statement :: Refund Statement Under Florida law, email addresses arepublic records. If you do not want your e-mail address released in response to a public -records request, do not send electronic. mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questicrs, please contact 850.487.1395. *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under chapter 455, F.S. must provide the Deparment with an email address If they have one. The emails provided maybe used for official communication with the licensee. However email addresses are. public: record. If you do not wish to supply a personaladdress, please provide the Department with an email address which can be made available to the public To determine if you area licensee under Chapter 455, F. S., please -click here . Product Approval Accepts: N_n, d: M Credit Card Safe lidos: i1floridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2Zyi PozAnA6CzH Q3yM Kg2Hy8%2fuCfc2M Ri SC82w%3d%3d 313 36,00" MAX, DOOR PATS: WIDTH 2 3 07 Cs7 z 6 g si D ODOR PANEL fiber Classic 11 l YWFCILUNIAL UKUbJ StGJlUN 3 OOOR PANEL 4,Q2T' 3 LATSTT1.E FIBCfiER CLASSIC) HINGE STILE FIBER CLASSIC) 0- TOP RAIL FIBER GLASSlC} B0770M RAIL F3BETt CLASS") VERTICAL CROSS SECTION 3 DOOR PANEL 40 o Z. jp 0 x Z vo02a41 n a K E rZ e 02/2¢/72 N_ T.S_ t V, lK c M LFS B WINO No,, G 6FL— 75000.3 st 3 a 12 Q w.,..,<. rx,.:e.„-..=.•a._t.,m.,m.,.m.a..r..o..:.,..,.,,<.,..•..=,..a,,......,,-,...ti.a,,.l.•...,,W.,,,...:.,,..,,.>:a.r......Y.«nac-..p;.m.:.,,,.-a.:.,.,,,nor.,n.n.nn.,;.w.:r.,xe:.,•,,..nw:,a w„rx-mrar--ms.,:-.ax:,,maa.r_-.—.-....,..,-x-=.m—r..-.-.—_...-*.,.-,:r..00,._.,.._..,.rx..,,.......:a._,.m..,„m.-,.,...-..-.t.-.. INTERIOR INTERCEPTSPACER 40 41 SEE NOTE 1 5'" IN ATF I GLASS Ay/ AFC LUE FRAME GLA7fNG DETAIL 13.9375" MAX. PAN¢ WMA7,725' MAk p.Lo_wlDrrl SELITE PANEL Smooth Star 1/2" MIN. GLASS )HK. TEMPERED GLASS VTGLASS 1/2" MIN. BITE GLASS THK. 4D 1/8„ cr TEMPERED GLASS AIR SPACE ~ AfR SPACE 1/81, 25' STEEL 1/8" TFJvfPEREO INTERIOR INTERCEPT TEMPERED GLASS SPACER GLASS ao 29 SEE NOTE 1 5" INSULATED GLASS WJ PVC UTE FRAME GLAZING DETAIL E' 1 SEE NOTE 1 1 HOPVONTAL CROSS SECTION 4 SIDELITE PANEL to 626" s \ PLAS7TC IP LITE FRAME / PLA87IC UP LITE' FRAME EXTRUDED PVC 'DUDE $AfDsffD i--1O'77' 1,06, 2 VERTICAL 5EC710N SIDFIJTE PANELI a 1. Spacing for item J29 & J41 Elite frame screws) is as follows. From the bottom up on sides: 6.5, with (7) mare spared at 9.875" o.c, there are (2) screws bath top and bottom at 2.125" in from each ag 9IDELME 701 & 111170M RAIL a SlDE1IE BLANK SIDE 571LE_ comer. FINGER JOINTED PONDEROSA PINE, $0=0,43 FINSl-GER OJI— PONDEROSA PINZ S,,-, 4.3 Isrue N.7S. ow. et. LFS onwipc w , FL-15000.3 48 GSW x' $ FSQ-J ro is '• INTERIOR i 1Y 2* O ge0Y 7 I O n Z v'. Z y j Q to 4 1. The sideiite is direct set into the jamb with (72) item 43 a f6 X 2" pfh. wood screw. Thera are 0• 13 4) at each vertical jamb, from the top down of z 76 135; 31, 48,5" & 66. There are (2) at the 1114,MitL 21 76 header at 4' from the outside corners of the xo yframe. There are (2) at the sill, 4` from the 90 outside corners. o EXiERIpR r c T _ HORIZONTAL CROSS SECTION gym_ z 7 U Np 48 1-1/4' Mx n z 49 EMB_ (TYP) a m 15•MIN, 7 13 45 6GSINK 44 43 INTFRIOA INTERIOR 10 e `- e ACTTVE t .;\= 1. G1 1A 36 SEE NOTE 1 35 o 0 a EXTERIOR a. 21 we 02/24 12 z 9 TO 16 12 sn11= N.T.S. treo. e9r JK 'm 2 HORIZONTAL CROSS SECTION r3_ _1 HORVONTAL CROSS SECTION ki ay. sr` LFS 3 FL— i 5000.3 0 J 18 EQ 7 OF 12 I1 L fl T Ili. II [1MULLION r I J SHOWN FOR fl {1 MASONRY 49 II REFERENCE fl I CPEMNG Typ, HERD IJ MULLION II JAMBS 1[ SHOWN FOR: REFERENCE 1J fl 1! if 2x BucK kl V fl II IN ASTRAGAL JI SHOWN FOR I I I I II REFERENCE I ! ui r5 JI IJ JI QOUBL£ WlSIDEL!TES BUCK ANCHORING MASONRY OPENING CONCRMEANCHOR NOTE5: I. Cona7> to dnchorl6cufiahs of the cnMers maybe aa7u0ed to ma"afn the Mh. 2X 6UCK L'dge dfSlWlae i0 //7artf1l'jOlntS 2. Cencwteanchorfocdfiohsnoted as MAX. ONCaM'ntt.utbeac Wed to ma ntain ]he m7rt. edge diotance to mortarjoirds, cddtionaf concrete anchors may be required to ensure the "MAX CN CENTER" dunension are not exceeded. 3. Concrete anchortable: ikld Ar}AOR N . S1ZF F.NTB6DM8NT T0.5iAStY1VRk':: I+ a CprritCFNt'; XP",,, 1TW ® TAPCON 7/ S' 1-1/4" 2" A° ELCO VLTRACQN Ile 1- 1/4u OI MASONRY 11 49 Z r DPENING TYP. HEAD fl m JAMBS Q xo2X BUCK- maa p `ASTRA.GAL. g o A 0. II SHOWN FOR x II REFERENCE 11 Q I xT O c, fC 1 J I MULLION I I II SHOWN FOR 11 49 I REFERENCE II t TYP. AD I I do JAMBS IIJJ11 II Il II 1I IJ II II II Z MULLION II SHOWN FOR E I REFERENCE ! 11 11 Il Il MASONRI OPENING 2X BUCK c 7 s m y Q h o 6 za° z m rniz02/ 24/] 2 11 srxe N-7. 5. owc. ar. JI( wK aY< ixS oatwwc Nr . FL— 70000.3 a SNET 8 °r 12 n 1/01 A\\\ y > E a tli [tt ta.ea"—•-{-*---taarf-- l 2o,a' tes' taaa" y P N mz ro z'Szy a z E cz p 27 ' 27 TYp. Typ, N y Q o ti LVIT o. a Um4 jjII 630.0' ON 2 SEE NOTE 1 VI O 4 W JW Z O tl hJ 0.126' Y 0 NOTE" ASTRAGAL RETAIL DMZ 02/24 12 suu N.T.S. n awc, er. JK n 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP AND THE BOTTOM. CFuviw trai FL-15000.3 na sUi'f t 1 OF 12, v THERMAITRU 0 THEP!MA TRU DOORS T 7 M 1NC1r6T"— M.- EDaEMON, OX —.1 7 FIBER CLASSIC" f "SMOOTH STAR" 6'0 INSWING wl & WOUT SIDELITES FIBERGLASS DOOR GENERAL. NOTE5 1. This product has been evaluofad and Min eompCance wlih the Sth Rftn tMD14t Rorida Sulltlfng Code [FBC) struck ml requirements Inds amg the'High Vetocify HUn1.=e ZO& ViVHQ, 2, Product anchors shall be, as Fated and sparred as shown on deidrs. Ancharernbedmeot to base material shall be beyond wall dressing or stucco, 3. When used in file 1iVl1 'this product ismqutred to be prorected wflh an Impactreftnt covering hark complies wihSeelon 1616 of the FBC. d. Men, used In areas outside of the "HVI V Mq&ra Wrd borne debris proteOtion INS product's regatred to be protected with an Impact resistant coveting that complies vifh Section 1609.12of the iBG 5. For 2x stud honing corninle6oh, anchoring of these Lints shalt be the Same as that stmwn for 2x buck masonry coratu Pon. d. Sire conditions that de-iiate tam the detals of this drawing requ7e fufiheren fhgering analysts by a Ilcertmed engineer orregatered architect. 7, This product does not meet the water infiltration requiremards for the "HVHL`. In wing units shall be installed Only in non-hatsBdble, areas or at habitable locatforspmtecte by on overhang or canopy such that the angle between the edge of canopy or overhang to sill IF lew then 45 degrees. TAKE CT CONtENIS S;,aT# mc IPITON I TypicalelevalIons,design pn%ures&geswdnotes 2 Door a and details Smoothstarl 3 DoorFanel detalk (F[berctasmcl Sidelite pane] details & plazirlo details b Vertical crossedions 6 Horfmnfalcross sections 7 Hor6ontaltrosrsec;ions g I eucKAnchWng 9 Froma anchoring 10 Frame anchoring 11 1 Astragal detain 12 1 PA of materials & Gam oue s 37M' MA%. 510G' 1-E INSWfNG UW7' X 7omgr MAY. OVERALL FRAME! WIMH s 5 • SEE DETAIL `A"/ 7 SHEET is g DDIJ6LE W/SIDELRES INSWINC UNIT oXXo 14. 67 MAX. OVERALL FRAME WIDTH D A t 6850' M.>X. WIDTH IOVF-, PIn SEE DETAIL n'/ 7 SEr_ DETAIL "A"/ 7 z SHEEP 8 5 SHZEr 6 5 5 oouatEJrlsrtrgG UNrr sw tEJsrpt s rnr N XX a0 i`" i `,ii J,•' .'rf ,emu l.'I'..rt "lgdi=: i;ir 3+`+f-u-z' kF+ ice.; y2 {'F t}• r+yµ"x. F--ri yi` f y•'T u1 F1'.: a Er. 1 h n a 02 24172. i MIS, 9 a JK en > 1=5 FL- 75000.E Fr i ojj XWMAK DOOR PMELWIDTH 2 2 c z 23 a o,e QX e Vt NV7m L a POOR PANEL Smooth Star WTERIOR r \ HORIZONTAL CROSS SECTION 2 DDOR PANEL 4.OT' OM6' 7 S45' SRI LATCH VILE 54 70P "A"SFAR) (SM T c •»•{ 1.545' l T IT 9 fs::31 G7 rr7rlrui+ o 00 o O ID D W TRIOR m a oN oU a d 56 iINCE S17LE _ 90TiUM RAiL 2 VPRilCAL CROSS SECT ON acu : N.T.S. SMOOTH STAR} `.:% (SAfOOTN 57AR) 2 DOOR PANEL awc sr: JK cHw an LFS DMWR10 N0: FL-,50tlD.4 ear 2 ap '2 G F:..,aW.,.,.,,...,...,,T:,..a,,.,.,,,ua,,,,a,v„.._a.,.„.zu.:t.aR,.,.:,,...7„u,,,.,-.,,,,.,.m..,.x,•.,::T_,,,F,.,.,x•:,u:..u,m:;.H...:--,_::.-..—:.,s:.,r.-:.„.,--...Y-,.,.,,-:.,..-^---_,:.-_.--,._-,.:,.,....,.,.-,,,-,. r.,.., -----„.-.,-.,., r, a. 38 A. •.e` tY. a 6zz t 17 - z' Ts 76 13 gi 15 r irtnmt c z o m a Fi 1 e 17 17 -9m€a 44 tyi'e1r -•` ,tt: 45 i•n <+ ie' 26 " ew 30 42 •39T 7. `•" T 4.3 j:- of 0 7 8 dv a3 • T7 s _ . SEE MOTE 1 SEE NOTE 2 34 •:'',<: - 20 FX ERrOR r f ERfOR PEIN7MOSEE EXTERiCR iNTi;RIOR . o V • : f : `• G7 ;:.: r'. NOTE 2 0 ¢ 47 4- 46 a g k_ , 46 SEE NOTE 2 IA 47 VERTICAL CROSS SEC17ON rf :, t • c' ',,1 5 Snumi w/Yx sub—buz;k z 5 28 40 y ,3,,°;'r. 42 0 w ` OPTIONAL SURFACE BOLTS ON ACME PANEL aj y 18 (SEE DESIGN PRESSURE• CHART) 3D 37 14 i•,• - : r. 71 I5a NOTE 1 _N2E; o rr'r i a a' „e• '_` °' •e • at each "rtrool jamb, from the top dawn at 13-5"• a - ty 1. The sldeUte is dFmct set into the jamb wish (12) _ a ". • . • ,a Rem J43 e #8 x 2' pfh. wood screw. There are (4) z o° r• ., a - - , ., " 17 31, 48.5' & 66" Thera are (2) at the header at t2a °2 24 z 4" from the outside comers of the frame. there ore srum z(2) J13 a ge x 2-1/2" pfh. wood screw at the arv. as JK m slT 4' from the outside comers. CtIN. sr; LFS > OIthYQNG NO_ c 7 VERTICAL CROSS SF-.CTION 2 VER77CAL GROSS SECTION 2. OPTIOPIA, SURFACE BOLTS OM ACYAIE PANEL FL^750°0.4 SEE DESIGN PRESSURE CHART) 6 o of 38 17 g.... dN4 N h j1 yy :z' C-SING Mgr jE; G"•- 7u J` 'm EXTERIOR i' •-'•... i t n SEE NOTE 7 7, The s delitc is dlreat get Into the jamb pry k JIIJfI71I1 j n m 43 wifi'l (12) item #43 a #e x 2" Pfh. Wood 2 rL c m e screw. There are (4) of each vertical 4 y o n -; Tomb, from the top down at 13.5", 31 ", ACTIVE 485' do 66". There are (2) of the header at 4" tram the outside comers of the frame. there are (2) J73 a #8 x 2-1/2 i, ' i J ' C• Mr m na'.a fn t{tin? o pf7F woad screw at ti7e allf, 4" from the t`• lt t 4: outside comers. IhfTERIOR z d 36 4- 54t a+• 46 29 44 35 DETAIL A' j y D 77 7b OPTIQNAL SURFACE 80LTS ON AME PANEL i-V4 MIN. SEE OESIGN PRESSURE Cf-W,RI) c33 ER OR J L CRO55 SECTION o HORIZONTA2,2 I 0.16 Mlht 7 35 C-SINK I 24 8 7 SEE NOTE 1 27 g 7 43 33 Z INACTIVE ACTIVE 1P G7 o p1 EX 'f2:RfOR p cif: J: 1. i^d ;c:r < r F i.• i: is •;'. NTy'•: 13 44 . 36 4 ac y 10 37 45 Due: 02 24 f2 i scdx; N.TS, 9INTERIOR i8 ner. an JK m T'\ HORIZONTAL CROSS SECT70N n HORIZONTAL CROSS SECTION U. W. LFS dDWXwMNa- a FL^15000.4 0 6 6 snrEr 6 or-] 2 °1p 4 4 4f 4 I tz i I FR-- 38 33 MASONRYASO OPENING rr'P- H AD JAMBS lr\- MASONRY OPENING TYP. HEAD JAMES ASTRAGALASTRAGAL SHOWN FOR SHOWN FOR REFERENCE 2X BUCK -/ REFERENCE 2X SUCK -/.- MULLION MULLION I x Q a SI O" "OR FORiJSHOWNFMENCCREFERENCERE g Ls 0009L.F. DOOR WZSLOEuYES 12QL)BLE DOOR 12 BUCK ANCHORING 4 4' SLICK 4 ANCHORING 4 i II as II sHMASONRY7I1 OPENING II II TYP, HEADIl MASONRY OPENING TYP. HEAD II JAMBS II JAMBS II Il 2X 3L)CK-/ 2X BUCK / MULLIONII CC)NC?Iljr: ANCHOR NO SHOWN FOR 1. Concrete anchCrIccatfons of the comers maybe adjusted to maintain the m1h. REFERENCE edge dfsfonce for mortarjoinis. 2. Concrete anchorIocalions noted as "AiAX ON CEN7ER, murt be adjusfed to maintat, the min- edge dstoncs to morfarjohb. addIffoncl concrete anchors MAX 'djmension ONri R may be required to ensure the ON CEEN70me not exceededMULL1 SHOWN FOR 3. Concrete archartable: REFERENCE LAIMM II II Ci ITW 114" I-71dr 2" TAKON' fi II Dwc gy- KxM ELCO ORMIY40 N(L- mm 114' 4' ULTRACO SINGLE DOOR WY j)UELPES SILqGLE D QQR pl— BUCK ANCHORIN 9UCK ANCHQRINQ MASONF OPENI FRAN 4X BUC SEE DETAIL 3" l , F" t SEE I DETAIL 2" y 13 W/2X BUCK INSTALLA.t70N W//7X BUCK It•ISTAUAT1t1N E T13P . 8U K K SEE DETAIL "7' t Tr r1 i 7r t r T 7I [ 4FW "8"-'A' .8" A" DOUBLE DOOR W/SIDELITES CONCRETEANCHOR NOTES- T. Concrete onchorlocations at the comers maybe adjusted to malntotn themin. edge cfatarrce to mortarjoinis. 2 Concrete anchorlocationt natod dt MAX. ON CENTER" mustbe adjusted to mdrzt07 the mtn-edga distance to morfarlotrrls addTSonal concrete anchors maybe requked to ensure the MAX. ON CENTW dim ens an are not exceeded. 3. Concrete andier'tubte: knT J{c3K= lFisvf±iy l6fi[I<<=`; Ask., llre> itAlilr orrrrst7Nttn:.'x;:?Stsraertr' r•)... E'd;;-_:gar.:., nFtICFiQXx='=• ITW TAPcoNo Ile1-1br r 4" ITN rAecox® 3/16" 1.114" 3" 7-1/2" Yyuuu t.KrYY IrY lA4l/11lVr fYVlCT, 1. Mofnialn a rnnlmum SJB"edge dstar>ce, Vend distance, & 1" o.c, spachg of woodsaews to Proven t ilie spreng otwoad_ THESE ( 2) ANCHORS / REQ' D ONLY WHEN C" A': Q g) r DP > 47 PSF rfrrrrtIjlrl% \ d dm° o a Z MASONRY rs W/2X BUK g OPENING NSTAUAPAN - } C n g o t a W / I X BUCK p, I _ a: 39 t1JSTALLITICN - o FRANE 7YP• HEAD JAMBS 0 BUCK d 2X BUCK- SEE SEE DETAIL n o z DETAILlyp."5" o nc T7a. stu IT [ I 7 I1 1 a VIEW " C'L-' .0. VIEW AA 4' VIEW a a SINGLE DOOR W/SIDE11T6 (<m m 73 49 30 30 N w 2X BUCK INSTAL_ AT10N 13 31 31 d o f3 1X BUCK 4B y ZrAL[ AIION W// o 10 DETAIL '3' DETAIL "2" 70 ASTRAGAL & SURFACE BOLTTRI STRIKEPLATESQHEADTO w DETAIL 513 _ ! 3f 31 i i o we 02 24 12 30 30 °' JK ' DETAIL " 1" qP m LFS oanwt w ° DETAIL "4" SURFACEBOLT 5MKE PLATE THRESHOLD FL- 15000.4 ricer 9 V T2 A DETAIL 'E` W/,ZX SUCK MASONRY INSTALLATION OPENING W1Ix BUCK INSTALLATION TYP. HEAD & FRAME 2X SUCK-\. 14 Typ. SILL SEE DETAIL '1" BE x-rAlL '3' Ll VIEW Q COXCRErEANCHORNOTa; T. Coho-efB anchor locations atfhe comers maybe adjusted to rnalhtaLn the min. edge distance to mortar jortz 2. Concrete wichorlocaffonsnoted as "MAX ON CENTER"mustba adjusted to maintain The mfrL edge dfstonca?omortorja!= addiflonalconcr-steanchors maybe required fo ensure the "MAX OMCEMM"dirneWon are not exceeded_ 3. CorIcmfe anchor table: 1TW TAP CON 1/4, 1-T[4- 1TW 1APCON v 7- Maintain a rnfnhrnt)rn 518!'adge distance, 7"end distance, & 7'o,q. Fpcxk-G of wood seemfopmvenffhaspritfingofAmocl. 3 13 W/2X BUCK INSTALLATION pi 39 W/ MASONRY TYR KEAeOPENING JAkeS FRAME 2 td 2X GUCK-\ SE DETAIL SEE 0 DETAIL "4- 14 lyp. SILL yj,sy -C.-..c I I yXW "A" -A" 5tMOLE DOOR 49 1 -30 30 W/2X SUCK 13INSTALLAnoN so x BUCK 13 W/ix SUCKINSTALLINSTALLAMON 48 12 W12k BUCK INSTALLA77ON DETAIL "Z* 13 ASTRAGAL & SURFACE BOLT STRIKE PLATES 0 HEAD 10 10 OPTAQ 'A 10 DETAIL V' 37 31 O W/IX BUCK 50 0 INSTALLATION'dW/2x BUCK 13 30 30 INSTA11AT110N DETAIL "I* IL 4" SURFACE BOLT STRIKE ?LATE QM 0 THRESHOLD T-- 02/24/12 r. Iryz JK Z, —nLFS Jw FL-15000.4 per ". '• 1: 18.88" iB.38' 1D.d3" 18.5" 14.3T }} in _z m° ego a g z 27 27 TYP iI o,752, 375" 191P 27 7YP. p. 3.V x J cyg a°zY04m I 24 SEE NOTE 1 I v v n24 u za o FSTRAGAL DETAiLDEfkil OZf24 72 0 NOTE s 1. THE ASTRAGAL BOUT HAS A 3" THP.OW A7 THE 70P aqx er LFS 3 AND ' NE BOTTOM. awm¢ qv c 3FL- 15000.b S4FEf } } OF } 2 x: r:...•."v+.er x;--vaana.r.:.-._.- pax+. .-rnr......=x:".._rw•••er-r+.e.-sv:u.uv-ur.—:r-n+eeo.—n..ecmc.._—,.rr.:nr_ nvrsru-:r.+ze.i-.-m+nnti-..s.ocpa.Harem..r..++n:.-.rynm a--m.n..-+.xn.!^sv-,=.o*t"rnvcnr.•wse..y..v.r.m n.-+. an rms.wa++.n?m+.c.. ....r--"-"•:..+...T._-na*rx,rau+v.+ers.... _....r-.,a—..-_e+.•e_o,..r.. DESCRIPDO L. RakZ Material T F10FR CLASSTC (FL) PANES I' MIK TM BY THMMA-TRD whh y1eld eveng1h Fy 7&)=soco Iv F76EP,QASS TA SAf00TR STAR ST SA k PANEL SqN 0.07 Ml1c TH1C6YTHERMA-IND /,[A 'dd mlr gffi 1nk+.}=6,OD0 d FISFRC ASS 2 FC top P,.UL WODD COYPoSRE S FC LATCH SW WOOD Cwos E 4 FC WINCE STILE PCNOERCSA P1RE SD-0.43 pD[ 5 FC B11.0 4 RAILW" COHP05ITE 6 POL7L4 17iANE f'0414 (1.91bs DE.'SfTY FOAV 7 SNORT AEADH GOMPRE59GN Wvxzz w ElmLUMGREACHCOUPREBWNNEA(WJMRlP F 0 4' x C MHGE .09P 7NK. -------- sue, 10 fro x 3 4 LA PFP. WOOD s STEEL. 11 14t5OW - 5000 PSi IBIL COBCREIE CONRIR&O TO AOJOTCRH0iBLOC! CONFORUNO TD ASW C90 1 10 X 2 1& PFH 17DW SCREW, 1. 3 8 x 2 1 2 LG. PFH W000 sC.RDV STEEL. 14 f 4' r 2-I 4 ITW PFN CONCRETE SCREW STE 13 SDFUTE Bonn 800T .080' FXIRUDED VIN11. NMYL 6 2X BUCK SG 5- DS5 WOOD 17 kAIC T C 510M LLl7E7lU. WOGD 8 R171H6E1 PASSIGE !DIX - SIVAILRE S Z 19 SELF AMMN 1ASWMG WDif 7HRFS'MOLD AEM 00 rPC = PINE S - 4 MOD 21 Sma aW8 opowiDSA PINE sr-O.fjy HOOD 22 1 HINZ Awe (PONDEROSA PIN MOD 2..7 KWB6ET OEAOBOLT - SIGVAI'11RE SFAET 24 HURRICANE ATWGAL ALUMRRI,U 24A ASTRAGAL . RM SOLI STEEL 4B A57RAGAL FWSH BOC7 RF7U7k8 ALUMINUM S TX BUCK SC >= 0.55 WOW 10 x i-1 2" LG PANHEAO sHEEr ITEM SMW STEEL 25 INSW C DOOR 8Cf10N SW"eEF Vtm 9 6- TB z 1-S RDUPS FLA SCREy7 FDR 3J STEEL 30 SURFACE 01JU SINO(E PLATE STEEL St TO x 2-1 ' MUMS FLplIFAD W000 SCREW STEEL. 3 1 8 TiTL CElUXAR ['KA1D+G CAPE STD(-4 TAP 33 P( AS1G UP UIE nwE NPrC 34 1` 1,45 C UP UfE FTWWE SMC BIAWJAB PONDEROSA PIN!~A sin C. 43 V,'000 3B SDEUTE SEE 5T11£ P0NDERnsP, 37 VC z f-3 4' LG. PFH WOOD SCRSV STEEL 38 1 4' r 2-3 4' PFH EIM OR DW CONCRETE SCREW STEEL J9 7 r J-3 4 iTA PFH CONCfO;TE SMEW STEEL 40 ALCMs CANPE 135 SUCONE 4f d-TO x 1 l PIASCREH R 34 STEEL SIDEUTero& 607TOWP 0.43 MOD 8 x 2' LG. PFH W000 SCREW STEEL 4d S • x 3 OUARU ROUND RNGErt f0h\M PI1l WOOD 45 7 L x . 040' M4 IRAD 7RIN ME. Sim 6 TvFS ,SLF" am- 54 .25 SITU. STEEL 47 f 4-2D SEX BOU If1 4-20 AWKE M STEEL 48 3 IC x 3- 1 4' UW PFF CaWRETE SCREW STEIL 9 ASTRAGAL 57RII(E PLATE SiTII. 50 1 4 x 3- 1 4' ITW PFH CONCRETE SCREff STD1 55 1tlp RAIL R000 C04Pf lTE 55 WGH 5T E YK100 COIIP65fiE 6 SS HME STU bi: HW I PME, S6'*0.43 VIRIp 57 1 SS POTTOM RAC V000 00bp0sT(E O-s n ymi' i : M1• Z Y p O I z xzd 0 © ? ar0 9$Sw i a N, V l LL 46SURFACE 80L1 RVE$, .25•• 5ME1) L Z n y 3D . SURFACE BOLT SMNE PLATE f' 125' SPEED o z a W v 20 21 WOOD FRAME FINGER JOINTED PONDEROSA PfNE, SC- 0.4.3 $ ` INSWLNG DQQR BOTTOM SWEEP N > n VINYL A80" MAX WALL, w o W5" AWN. WAIL. z U zur OATe 02/24/72 sate N.T.S. 19 SELF AOI IK7-74G SADDIE TN FSH01Y7 oac en JK A' MIN /jd VINY _645" l9AL! ALUM, 15 080" THK. WJLAU VINYL TYP. .MUDE BOOT 0.09" &XORUDID VINYL WALL aruwmc xo.: FL-18000.4 s+ccr 3 ec 1, R W R W Building Consultants, hic. B Consulting and BngiaeeringServices for the Building Industry C P.O, Box 23a Yahico, FL 33595 Phone 813,659,9197 Florida Board aPPNfeasi6nal Fnpyaeers Certificate of Au[huritadon tdo. 9813 Product Category Sub Category Manufacturer Product Name Swinging Therma-Trtt Corporation Fiber Classic" I "Smooth Star' L'ktertor b'xterlor Door 119Industrial Drive 8'e inswing wt and wfout 9idelitas Doors Assembfles Edgerton, OH 43517 Fiberglass Door Phone (41a)298-1740 Non-kn act' scope-- This Is a Product Evaluation report issued by R W Building Consultants, Inc, and Lyndon F. 5chmidt, P. F— (system ID # 1908) for Therma Tru Corporation based on tlufe Chapter No. 61G20-3, Method ID of -the State of Rorlda Product Approval, Department of Business & Professional Regulation. RW 13ullding Consultants and Lyndon F. Schmidt, P.E. do not have Wrwilf aoquire financial interest in the company manufacturing or distributing the product or in any other entlty involved In the approval process of the product named herein. Llmftations: 1. This product has been evaluated and is in compilance with the 5th Edition (2014) Florida Building Code (F6C) struoturat requirements Including the *High Velocity Hurricane Zone° (HVHZ). 2. Product anchors shaft be as listed and spaced as shown on detaifs. Anchor ambedment to base material shall be beyond waft dressing or stucco, 3. When used In the 'HVHZ" this product fs required to be protected with an Impact resistant covering that compiles with Section 1628 of the FBC. 4. When used in areas outside of the "HVHZ" requldhg wind borne debris protection this product is required to be protected with an Impact resistant covering that compiles with Section 1609.1.2 of the FBC. S. For 2x stud framing construction, artchoring of these units shall be the same as that shown for 2X buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000,4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water Infiltration requirements for the "HVHZ°, inswing units shall be installed only In non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is rest than 45 degrees, 8. See drawthg FL-15000.4 for size and design pressure limitations. suppot`ifng Documenfs: 1- Test Report No. Test Standard Testing Laboratory Signed by TEL 01460337^A,B,C ASTM D935-W,ASTM D1929-96 Testing Evaluation Lab.,lnc. Lyndon F. ScYtmidt, P,F, ASTM b2W-99 TEL 01460336-A,B,C ASTM D936-03, ASTM D1929-96 Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P-E. ASTM 0284"0 STT'S00001 ASTM G2-95 Sub Tropical Testing Lon Hicks, VP Operations 15427-107362 ASTM E84-00a omega Point Laboratories William E, Fitdh, P.E. AT( 671308.01.106-18 ASTM D1920-96 Architectural Testing, Inc, Joseph A. Reed, P.E. ETC 01-741-10701.0 TAS 202.94 ETC Laboratories Wendell W, Haney, P.E. ETC 01-741-10703.0 TAS 202-94 ETC Laboratories Wendell W, Haney, P,E. ETC 01-741-10593.0 TAS 202-94 ETC Laboratorles MarkD, Pasero, P.E. TEL 06-i031-3 TAS 202.94 Testing Evaluation Lab.,Ino. Wendell W, Haney, P.E. TEL 06-1031-4 TAS 202-94 Testing Evaluation Lab.,inc, Wendell W. Haney, P.F, 2. Drawing No Prepared by Signed &Sealed by No. FL 15000.4 RW Building Consultants, Inc. (CA #9813)'Lyndon P. Schmidt, P.E. 3. Calculations Prepared by i ,•< "ned &Sealed b Anchoring RW Building Consultants, Inc. (CA#9813)., F ndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management; r4`. Tom` instf#ute ,certifying that Therma Tru Corporation Is manufacturing products Lyndon F. Sctuntdt, P,E, within a quaQty assurance program that compiles with ISO/IEC 17020 and r i `-':-;:'• FL PE No. 43408 Oulde 53. 2/2J201 6 Sheet I of l CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 , Documented Construction Value: $ 3Wa Job Address: 3q S ,7 1 ; (h'-y- Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New JLJ Addition Alteration El RepairEl Demo Change of\Use Move Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information t / Name_Phone: 1 4 L1 % 'TT ODStreet: ( _ > r 0 % i,- Resident of property? City, State Zip: L) ' of uP 3 I t44 Contractor Information Name yl +r -C I e I* 1Cl ') Phone: Street: .J Fax: Y-M -- t(Ii-( i - { }„ City, State Zip: W ; ' c' 32129.State License No.: 'E C, 1 . 4 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: 5t11 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application y 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 WC 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 ymature of Contractor/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 Print ontractor/Agent's Name re of No .S . Date Commission # GG 110622 N9 `ate Expires August 7, 2021 aF FI.OQ 8-M Ttau Budget Notary services Contractor/Agent is -A Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[-] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures, Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application W J' Applicationo: l - _ 2_<-; r d 0D Documented Construction Value: $ 5 q 2-0- 0 Job Address: 3 L -ra j h f- J i i v e historic District: ides No Parcel ID: Residential B Commercial Type of Work: New 0 Addition Alteration Repair Demo D Change of Use Move Description of Work: Plan Review Contact Person: icy 5 .Y,4 bS, bk--k Jcs Tit Phone: Name Street: City, State Zip: Fax: Email: Property Owner Information Phone: Resident of property? : Contractor information Name R . - 3 IL i —fit Phone: i L `- 2.q,3 -- , Street: g _ g ( Fax: CIO') - _ qQ -- `I -1 City, State Zip: Gr-( s>c g , 31-B 2—`Y- State License No.: C < Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail- Mortgage bender: Address: I91 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT. FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construe 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: Set Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application or NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may qe found in the public records of this county, and there may be additional permits required from other governmental entities such as wat r 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 requn in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submitl 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 val 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 wi be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Ovwtcr/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 2-uI U Signature of Contractor/Agent Date Print Contractor/Agent's Name Signature ofNotary-State of Florida Date Contractor/Agent is v '"TersoM Produced 1D Type of ID BELOW IS FOR OFFICE USE ONLY PAT SUSI MY COMMMISSION 9 FF 1241 t MR.Es: August 25, 20 iionded Thou Notary Public Undery Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Revised: June 30, 2015 ENGINEERING: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application 9507 State Road 52 ( 123 Miller Road Hudson, FL 34669 Valrico, FL 33594 727-863-5486 813-661-0707 Proposal No: 717--13536 9701 Bachman Road i Established 1973 Orlando, FL 32824 www.RJKieily.com 407-855-2636 I State license # CF-0O21 Page: 1 OF Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Halley -1551 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $5,925.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed In a workman like manner according to standard practices. Any alteration or deviationfromspecificationsbelowinvolvingextracostswillbeexecutedonlyuponwrittenorders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, acci elays beyond our ntrol. Owner to c rry fire, tornado, and other necessary insurance. Our workers are fL covered by worker's compensation i ranee. u, K`C AUTHORIZED SIGNATURE: THIS PROPOSL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 DA We hereby submit specifications estima or: Master Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Galion Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 49 Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The aboveprices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made a outlinedabove. I agree to pay reasonable attorneys fees court costs in the event of legal action. A monthly service charge of 1 1/2%will be added after 3 days. Any sewer taps deeper than 4 1 /2 feet or requires backhoe or dewatering will be an extra charge. SIGNED: DATE OF ACCEPTANCE & PAGE 2: r Branch: Hudson Last Edit By: Last Edit Date: 7/2712017 TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: REPORT NO: REPORT OF 0 IN -PLACE DENSITY TESTS i I'R®JECTy t 1 ,_ PROCTOR - J SPECIFfCATION: `% T f t7 /S 1 CONTRACTOR ` ; ` OPTaMUM MOISTURE: % REPORTED TO: I, / iVHA7CI14ifJNi DRY DENSITY:-- LOCATION: .. I.vy' jj, 7 MATERIAL: / ' i c DATE TESTED: iJ [• J f LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT Or MOISTURE INCHES lbs. cu. ft. lbs. cu. ft. MAX. DENSITY PERCENT h) UU l '`' ? ri f Smihmifferl hv. 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. PCP 25.0 S 89"43' to 00 N rrj to to y A Q z o w 0 C) a=QZW ? a- oD 00 PCP SPECIFICE N oSURVEY c + Z— N a) CL cO T WYNDHAM PRESERVE T ^, v 0 ",n LOT 191 o •, A PB 81, PC 93) v Z, z v) O N C 0 7 N v o -o m XI LOT 190 i LOT 209 13. I 1 N89.43'03 "E 115.00' 3" W 3 I 24 4 25.3' 44.4' 6 O I 45.3;^ O 1 PROPOSED hcs01STORYRESIDENCE I 3987 NIGHT HERON DRIVE 10.0 Od • I 7.D MODEL LOT 191 O 1551 HALLEY AREA = ELEVATION - S `' M 6,900 S.F LOT 208 7.0 GARAGE - LEFT Y a 0 Z I W I E 5 ' FORMBOARD O p I FFE=25.38 O O Ia"' Z w 25.3' 4 44.' O d o a I 45.3 115.00' S89043'0JV I 24s LOT 192 I LOT 207 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' rcr—rvoi Lyui rieriL LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed usiness BFP-Backflow Preventer Sight Distance Easement S Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power & Light P -Plat FIFE -Finish Floor Elevation D.B.-Deed Book Water Meter O.R. -official Records Book D4-Water Valve P.B. - Plat Book r-Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev.— Elevation RCD4-Reclaimed Water Valve Conc. -Concrete K2 -Cable Box BP -Brick Paver I] -Telephone Box SW -Sidewalk E] -Electric Box FFE-Finished Floor Elevation O-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 DStorm Sewer Manhole NCS- No Corner Set (Falls in Water) Q-Sanitary Sewer Manhole SF - Square _Feet HHo -Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out FMGD- MAG NAIL & DISK CVD4-Irrigation Control Valve P. K.-Parker Kolon Nail I' -Sign SIR - Set 1/2" Iron Rod L87768 WR4-Gate Water Valve SPKD- Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod LB7768 I-Existing Grade FIP- Found 1/2" Iron Pipe L87768 CI -Blow -off Valve FPKD- Found P.K. Nail & Disk L87768 ^.. -Drainage Flow Direction FCM- Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existin Grad Note: Some items in above Ieaemav not be aoaglicable 8 Description I Date I Dwn.ICk'd I P.C.IOrder No. TENSION NOTE: osed building dimensions n 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 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 ore 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. LOT AREA CALCULATIONS LOT = 6,900 SQ.FT. LIVING AREA= 1,567 SQ.FT. GARAGE = 407 SQ.FT. PORCH = 44 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 51 SQ.FT. IMPERVIOUS= 37.3 SOD = 4,326 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA AREA = 8,400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 351 SQ.FT. SOD = 4.572 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" 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 191, according to the plat SURVEY) of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida This certifies that a 0}rtv*1V1the,pereon described property 555 Winderley Place, Suite 109 was made under; W Sitrj d'vyneets the Standards of Maitland, FL 32751 Practice set #a'rtl the•FWp oard of Professional Phone: (321) 270-0440 Surveyors & Mgp ft5@t1L 1fod 72 ' C orida Administrative Fax: (813) 248-2266 code , pu.Oou t,htw %Vren 4 02777 Ptbrida Statutes. Licensed Business No. LB 7768 Geol' o R Surveying, Inc. James D. C yiie" Pa rv12 °A %* Ch FLORIDA PROFES$10NALo R,& %' PPER NO. LS6915 Drawn: MTP ecked:JDL P.C.: Data File:BrissonEast-Plat NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 2/06/18 Dwg: Bd=nEast-Lot Order No.: 41SFD SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPFR SEC. 17 — TWN.20 S. — RNG. 31 E. Field Bk: r" CITY OF SANFO BUILDING & FIRE PREVENTI PERMIT APPLICATI Application No: 1 - - 2- Documented Construction Value: $ Job Address: t 3 Ti tG G0- H'e..' c'vl br.. Historic District: Yes No F Parcel ID: Residential © Commercial Type of Work: New © Addition Alteration Repair Demo Change of Use Move C Description of Work: Pil, _.vv bt c, r f-t<'- c . Iahc I c tn ei = fi l Plan Review Contact Person:Title: Phone: Fax: Email: Name Street: City, State Zip: Property Owner Information Phone: Resident of property? : Contractor Information Name Phone: -7_--+ - 2-q Street: +01 Fax: (-/C)q- 2-qC City, State Zip: State License No.: 0 Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: 38'+3 Qvb io C) - Z WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YC 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 construe 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: 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 t e 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 requit in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submitt 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 vah 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. Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Print Contractor/ me 1.ci Signature of Notary -State of Florida Date PAT SUSI My CO<tl ISSION # F 12096r _ a EXPIR78: August 2 , 2018 Bonded Thru Notary Public i lndorwrij4 Contractor/Agent is Per 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: OWN of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application r' 507 State Bead 52 123 Mliler Road ° , 9701 Bachman Road j Established 1973 Orlando, FL 32821 env v;r JK'set€y.comiudson, FL 34669 Val loci FL 3 594 '.. License CF-0O20 422786354Es68i36Eif-t 707 .f 407-855-1 State # R.J.KIELTY Paige: 1 C7 i Proposal A1lo: 717-13535 PLUMBINO HEATING • COOLING Proposal Crate: 712612017 Prepared For: Starlight Homes. Florida, LLG Location: Wyndharn Preserve, Sanford 1064 Greenwood Blvd, Suite 124 Model: Solstice - 2406 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $6,a5o.00 Pavment to be made as follows: 40% Rough In 30% Trip Out 30% Finish. NET 10 flays All materiats guaranteed to be a • specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviatio irom specifications below, involving extra ca Tom'executed only upon -written orders. and will become an extra charge over and above the estirnate. Al agreements contingent upoti strikes of enls or dplays beyo'na oar control, Owner to car x tiro, tornado, and ether necessary Insurance. Our workers are Covered by worrteas comperisatioo-insurance. .' tuft IN DAYS, AUiHCR12ED SIGNATUFi = '"'.- _--- THIS P POSALNIAY BE W1T,4D AWN IF NOT ACCEPTED 30 We hereby submit specifications a stimates for: Master Bath Up 1 Shower Sterling Accord 60k36 Base 72270100.White With Walls AndMoen, Chateau TL182 Chrcm,e Valve. 1 Toilet Gerber Miaxwell21-912 1.28 WHIe Elongated 1 Lav By Builder With Moen Chateau 84925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 60x3Q 71140120 While With Walls And Moen Chateau TIA 88 Chrome Valve 1 Toilet Gerber erMaxwell 21.912 1.28 While Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Pounder 9ath f Toilet Gerber Maxwell 21-912 1.28 White Elongated Lav Gaftr Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchon Sink By Builder 1 Faucet Moen Integra, 67315 Chrome 1 Disposal ISE Badger V With Cord leemaker Line With Recessed Sox 1 Dishwasher HooK Up Utifitfes 1 Washer Box Yes 2 Hose Bibs Yes Waterl- leater 50 Galion Electiic NOTE., 3ackiiliing Included For Sewer 5 Water Only (Slab Backf<iling; By Others) 9ackilow Preventers Included EXCLUSIONS NQ Permit Fens Included Water Pining in: CPVG 0' Sewer AlPovvaitce; Additional $12 per foot 40` Water Allowance; Additional $3 per foot i i t i t iY Applies to any direct contract between err, owner contractor (R,1K) - Notice of Lien Lases --Floiwia Statutes 713,001-713.37 Acceptance of Proposal -T'iu f above pri:;eu, spedficaiiens and conditions are satisfactory and hereby accepted. You are authorized to do iho work as specified. Payment will be made outlined above. I agree to pay reasonable attorney's fees court costs in the even, of legalao8on. A monthly service charge of 1 112°/ wil! be added after days, Any sewer taps deeper than 4 112 feet or requires back hoe or dawate,ing veill bean extra charge. tGtSi D: ° (' _ DATE OF ACC',F-PtANCF k PA+ E 2: Sranch: Hudson (1 Last Edlt By: Last Edit Date: 7,27)2017 s ii Application No: —/'-/._ 2 0, 7 f7 1, ;- Documented Construction Value: $ Job Address: i— Historic District: Yes No Parcel ID: Residential`] Commercial Type of Work: New-Ef Addition Alteration Repair Demo Change of Use Move Description of Work:r ;) t y- Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: Name ? (l;60 L Phone: ` ] ) Street:) , L,L [ / Resident of property? : _ WE LjCity, State Zip: '3 Contractor Information Name a }'l j i- -E) efiac (f Phone: 0-0-7p /J 2X22 j Street: C C- ` . Y 1 !, rv Fax: 4017 _1 StateZip. t.- iState License No.: City, 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: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application :.. w v i.'r NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your 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 0*wner/Agent`s Name Signature of Notary -Stale of Florida pate gnature of Contractor/Agent Date s Name 8ipatut'pf Notar)pAM AfftffAUS Date Commission # GG 110622 QQ Expires August 7, 2021 y Fpp ftoQ` Banded rtuu Budget Notary Services Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing0 Gasn Roof Construction Type Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: UTILITIES: ENGINEERING: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No Q WASTE WATER: Revised: June 30, 2015 Pennit Application r CITY OF SANFORD w BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S 4,164.00 Job Address: 3987 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-1910 Residential N Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work:,Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA'LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO. City, State Zip: Lake MaryFL 32746 ContractorInformation Name Energy Air Inc (Robert Kulp), Phone 407-886-3729 Street: 5401 Enegty Air Ct Fax: City, State Zip: Orlando FL 32810 State License No.. CAC1816317 Architect/Engineer Information Name: Phone:_ Street: Fax: _ City, St, Zip: E-mail: Bonding Company: Address: 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, 201 5, 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 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 ofthe job at the time ol'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 offthe 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 Otvner/Agent Date Oxwet/Agent's Name Signature of Notary -State of Florida Date 1&('1'1'1'<'2018 Signature of Contract Agent Date Robert Kull s 3/3/2018 Date at kyr Notary Public State of Florida Arionna C Rosenwinkel y p` My Commission GG 147038 Expires 10/0112021 Owner/Agent is Personally Known to Me or Contra("., is Personal y Known to Me or Produced, ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing`- # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Revised: June 30, 2015 ENGINEERING: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application WORK ORDER J66 #: 33348 Date: 8/2/2017 144711 Subdivision Phase Bld UU Blk BILL TO: Starlight Homes - AWH Lot /Sub: W ndham Preserve 191 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3987 Night Heron Dr CITY/STATE/ZIP: Lake Mara:, FL 32746 City State/Zip Sanford JFL 132773 1551 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP03.OL00 A/H-2 or Furnac( Job Phone: 4077301311 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 1st Fl Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl, on Builders Permit no Efficiency Efficiency EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Y8156AI017 ary 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAl calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3' Ventilation Cost: 319.01 Transformer ZD4' Surge Protector ZD5 Bypass Damper #1 ZD6 B Pass Damper #2 JZD7 PO Numbers Qty Yes No Qty. Yes No i Grs.Stamped Stl. 12 X Flue Pipe: X Grs.Stamped Return 6 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Cone. Slab: X Kit. Down Draft Ducl X. Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting De artment: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.54 19.40 Rou' hin 2,047.00 04-Installation Labor 18.81 282.08 06-Piping Labor 6.38 108.38 Trim 2,047.00 14-Kitchen Vent Trim 02-Material/Tax 985.00 01-Equipment/Tax 1,334.45 09-Permit/Other 80.00 Permit 70.00 011-Delivery Labor 1.10 13.87 20-Pull Material Labor 2.201 27.75 Total Contract: 4,164.00 12-Startup Labor 2.50 42.50 P N t Job M Starlight Homes - Wyndham Performed for: Lot 191-1551 SL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone:407-886-3799 wwwenergyair.com GRenner@energyaircom a, Scale: 18" = 1'0" Paige 1 Right-SuiteO Universal 2017 17.0.08 RSU17013 2017-Jun-08 16:35:05 m PreservelLot 191 - 1651 5L:rup La-rl C I Revision Response to Comments Permit # Pr Project Address: M I -.4- • Contact: S ka-A „L W1Q FEB 2 8 2018 a Submittal Date IAA L-on Do City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax:, 407.688.5152 Email: building@sanfordfl.gov L.) IImo, Ph: y go.% 0IL Fax: Email: . hrL • 14 k-0 • C-2 W% Trades encompassed in revision: 2 Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision; 76ft . S S l O`)A ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building ; • 1 - ( 9 0 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECORD COPY RE: WPO191 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Starlight Homes Project Name: WP0191 Model: 1551 Tampa, FL33610-4115 Lot/Block: 191 Subdivision: Wyndham Preserves Address: City: Sanford . State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T13194265 1 Al 2/9/18 118 1 T13194282 1 B2 2/9/18 12 1 T13194266 1 A2 1 2/9/18 119 1 T13194283 BJ1 1 2/9/18 13 T13194267 1 A3 1 2/9/18 120 1 T13194284 1 BA 1 2/9/18 14 T13194268 1 A4 1 2/9/18 121 1 T13194285 1 BJ5 1 2/9/18 15 1 T13194269 1 A5 1 2/9/18 122 1 T13194286 1 CJ7 1 2/9/18 16 1 T13194270 1 A6 1 2/9/18 123 1 T13194287 1 EJ6 1 2/9/18 17 1 T13194271 1 A7 1 2/ 9/18 124 1 T13194288 1 EJ6A 1 2/9/18 1 18 1 T13194272 1 A8 1 2/9/ 18 125 1 T13194289 1 EJ7 1 2/9/18 19 1 T13194273 1 A9 1 2/9/18 126 1 T13194290 1 MV1 1 2/9/18 110 1 T13194274 1 Al 1 2/9/18 127 1 T1 3194291 1 MV2 1 2/9/18 Ill I T13194275 1 Al 1 2/9/18 1 V R kr 1,0-1 1 112 1 T13194276 1 Al 1 2/ 9/18 113 1 T13194277 1 Al 1 2/9/18 114 1 T13194278 1 Al j 2/9/18 1 15 T13194279 A15 2/9/ 18 116 T13194280 1 A16 J 1 2/9/18 117 T1 3194281 1 B1 1 2/ 9/18 The truss drawing( s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: 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 verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 417 - 10 1 1 J,NDING wa FPAR Do 0,,111111 J ER P F/ i No 2 • YTE OF :441 NALE?`, nnrr Walter P. Finn PE No22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. TampaFL 33610 Date: February 9,2018 Finn, Walter I of 1 o fuss Truss Type i Ply T13194265 w P0791 Al Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13,35 2018 Page 1 I D:AeAoATVyRAFF5lm F42 W 41 SypZgj-P UvBX3H IEaG4Ud? 1 q nnS 1 wpQ3N6C21JQXEA9T?zmv3E 23-5-8 1-0- 78-1 14-4-4 21-2-8 22-4- 30-3-12 37-1-15 44-8-0 5-8 6-10-4 6-10-4 1-1-8 1-14 6-10-4 6-10-4 7-6-1 d0 5.0052 3x8 - 3x6 11 3x8 = 6 7 8 Scale = 1:79.7 3X8 = 20 19 1a e1 17 LL 10 15 14 3X8 = 2x4 I1 4X6 = 3x8 = 3x4 = 2x4 Il 3x4 = 23-5-8 46 = Plate Offsets (X,Y)-- 2:0-4-2,0-1-8], [4:0-3-0,Edge],_[6:0-4-0 0-1-13][8:0-4-0,0-1-131, [10:0-3-0 Edge] (12:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.79 15-17 >671 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.66 Horz(TL) 0.26 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 230 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-17, 9-17, 7-17 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz 2=- 1 29(LC 17) Max Uplift2=-447(LC 12), 12=-447(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3538/2142, 3-4=-2916/1835, 4-5=-2788/1855, 5-6=-2203/1499, 6-7=-1964/1453, 7-8=-1964/1453, 8-9=-2203/1499, 9-10=-2788/1855, 10-11=-2916/1835, 11-12=-3538/2142 BOT CHORD 2-20=-1826/3173, 19-20=-1826/3173, 18-19=-1405/2625, 18-21=-1405/2625, 17-21=-1405/2625, 17-22=-1407/2625, 16-22=-1407/2625, 15-16= 1407/2625, 14-15=-1839/3173, 12-14=-1839/3173 WEBS 3-20=0/292, 3-19=-609/475, 5-19=-151/479, 5-17=-857/634, 9-17=-857/634, 9-15= 151/479, 11-15=-609/475, 11-14=0/292, 7-17=-715/1164 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift at joint 12. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown- and is for an Individual building component. not Y a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate This design info the overall building design. Bracing Indicated is 10 prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o russ truss type try T13194266 W P0191 A2 Hip 1 1 009 Job Reference (optional} Builders FUMSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:48 2018 Page 1 I D:AeAoATVyRAFF5lm F42 W 41 SypZgj-X_C5G W RvAZuEYcVX5? W W 2fsf5cYLbeuKXmgLQkzmv3l 1 -0-0 7-5-3 14-2-10 21-0-0 p2-4-q 30-5-6 37-2-13 44-11T 45-8-P i-o-d 7-5-3 6-9-6 6-9-6 4-0 6-1-6 6-9-6 7-5-3 -0- d1 6 Scale = 1:79.7 3x8 3x6 II 5.00 t2 3x8 6 7 8 3x8 = 20 19 16 21 17 22 lb 1s 14 3x8 = 2x4 II 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 2x4 II 23-8-0 Plate Offsets (X,Y)-- 2:0-4-2 0-1-8j [4:0-3-_,Edge], [6:0-4-00-0-4], 8:0-4-0,0-0-4][10:0-3-0,Edge], 12:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.33 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.82 17-19 >642 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.26 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except` TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-17, 9-17, 7-17 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz 2=-128(LC 13) Max Uplift2=-446(LC 12), 12=-446(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3541/2142, 3-4=-2926/1856, 4-5=-2785/1858, 5-6=-2209/1498, 6-7=-1973/1452, 7-8=-1973/1452, 8-9=-2209/1498, 9-10=-2785/1858, 10-11=-2926/1856, 11-12=-3541/2142 BOT CHORD 2-20= 1826/3175, 19-20=-1826/3175, 18-19=-1410/2634, 18-21=-1410/2634, 17-21=-1410/2634, 17-22= 1412/2634, 16-22=-1412/2634, 15-16=-1412/2634, 14-15=-1839/3175, 12-14— 1839/3175 WEBS 3-20=0/287, 3-19=-600/470, 5-19=-149/479, 5-17=-854/629, 9-17=-854/629, 9-15=-149/479, 11-15=-600/470, 11-14=0/287, 7-17=-694/1143 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 2 and 446 lb uplift at joint 12. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 3 7Iv0 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with Milekm connectors. this design Is based only upon parameters shown. and is for an individual building component not 99 a truss system. Before Use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall symiii building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from If= Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss russ ype ty y T13194267 w P0191 A3 - Hip 1 1 0 Job Reference (optional) uunaers rirsiaource, rampa, rram uny, rronaa oe000 1.. 9 ayc I D: AeAoATVyRAFF5lm F42 W41 SypZgj-?BmTTsSYxt059m4jej 1 Ibt0r80uIK5nU m0ZuzBzmv30 1- 0- 13-11-2 20-6-12 24-i-4 30-8-14 37-4-9 44-8-0 -8- 0- 7-3-7 6-7-10 6-7-to 3-6-8 6-7-to 6-7-10 7-3-7 -0- 5. 00 Fl2 5x8 = 6 5x6 = 7 Scale = 1:80.1 3x8 — 20 19 1tl 21 17 16 l' 14 13 3x8 = 2x4 II 3x4 = 4x6 = 3x4 = 3x8 = 4x8 = 3x4 = 2x4 11 7- 3-7 13-11-2 20-6-12 24-1-4 30-8-14 3-1 6- 7-10 6-7-10 3-fi-8 6-7-10 6- Plate Offsets (x,Y)-- j2:0-4-2 0-1-81,[4:0-3-0,EdgeIJ6:0-5-12,0-2-8],j7:0-3-0 0-2-41,(9:0-3-O,Edgel i11:0-4-2,0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.30 17-19 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.71 17-19 743 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz 2=-125(LC 17) Max Uplift2=-443(LC 12), 11=-443(LC 13) PLATES GRIP MT20 244/190 Weight: 251 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row atmidpt 5-17, 6-16, 8-16 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3544/2139, 3-4=-2951/1867, 4-5= 2813/1868, 5-6=-2316/1564, 6-7=-2078/1514, 7- 8=-2318/1564, 8-9=-2813/1868, 9-10=-2951/1867, 10-11=-3544/2139 BOT CHORD 2-20=-1824/3178, 19-20=-1824/3178, 18-19=-1426/2662, 18-21=-1426/2662, 17- 21=-1426/2662, 16-17=-977/2077, 16-22= 1428/2661, 15-22=-1428/2661, 14- 15=-1428/2661, 13-14=-1837/3178, 11-13=-1837/3178 WEBS 3-20=0/284, 3-19=-585/450, 5-19=-144/455, 5-17=-789/604, 6-17=-365/609, 7- 16=-365/608, 8-16=-787/602, 8-14=-143/453, 10-14=-586/450, 10-13=0/285 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 Ib uplift at joint 2 and 443 lb uplift at joint 11. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Milekw) connectors. This design is based only upon parameters shown, and is for an individual building component, not y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemrrjrary and permanent bracing MiTek is always required for stability and to prevent collapse with passilcie personal injury and property damage. for general guidance regarding the Fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TRW Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss I russ I ype QTY Ply T13194268 w Pol91 A4 Hip 1 1 tnl Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:50 2018 Page 1 I D:AeAoATVyRAFF51n1 F42 W 41 SypZgj-TNJshCTAiB9ynwfvCQY_84xOHQEo3ayd_4JSVdzmv3? 1-0- 7-1-3 13-6-10 20-0-0 24-8-0 31-1-6 37-6-13 44-8-0 -8- 7-1-3 -0 vI0 5.00 F,2 5x6 = 5x8 = Scale = 1:80.1 3x8 = 16 17 15 14 18 13 12 19 11 3x8 — 3x4 = 5x6 WB = 3x8 = 3x4 = 5x6 W6= 3x4 = Iv 0 10-3-14 i 20-0-0 24-8-0 34-4-2 44-8-0 10-3-14 9-8-2 4-8-0 9-8-2 10-3-14 Plate Offsets (XY)-- f2:0-4-2 0-1-81,j4:0-3-0 0-3-01 j5:0-3-0 0-2-41 j6:0-5-12,0-2-81 7:0-3-0 0-3-01 (9:0-4-2 Q-1-81 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0A1 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.96 11-13 >549 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.23 9 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 12-15: 2x4 SP No.2 5-10-6 oc bracing: 13-14, WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 6-14, 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 9=1700/0-8-0 Max Horz 2=-122(LC 17) Max Uplift2=-439(LC 12), 9= 439(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3487/2146, 3-4=-3224/2005, 4-5=-2373/1582, 5-6=-2132/1528, 6-7=-2372/1581, 7-8=-3224/2005, 8-9= 3487/2146 BOT CHORD 2-16=-1836/3145, 16-17=-1451/2669, 15-17— 1451/2669, 14-15=-1451/2669, 14-18=-1006/2131, 13-18= 1006/2131, 12-13=-1454/2669, 12-19=-1454/2669, 11-19=-1454/2669, 9-11=-1847/3145 WEBS 3-16=-321/377, 4-16=-223/562, 4-14=-728/599, 5-14=-349/639, 6-13=-350/658, 7-13=-729/600, 7-11=-223/563, 8-11=-321/376 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 2 and 439 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. IOM312015 BEFORE USE. Design valid for use only with Milekh) connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent trickling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate inshInto, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tarnpa, FL 33610 Job Truss russ ype tY y T13194269 W PO191 AS Hip 1 1 012 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33666 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Fri Feb 09 11:13:50 2018 Page 1 I D:AeAoATVyRAF F5lmF42 W 4l SypZgj-TNJshCTAiB9ynwfvCQY_84x000H W 3c?d_4JS Vdzmv3? 1-0- 6-7-10 12-2-9 18-7-4 26-0-12 32-5-7 38-0-6 44-8-0 -8- 0- 6-7-10 5-7-0 6-4-it 7-5-8 6-4-11 5-7-0 6-7-10 -0- 00 5.00 12 5x6 = 5x8 = Scale = 1:80.1 3X8 = lb 19 zu 11 16 L1 15 14 Iz ca 1J 3X8 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = 8-7-10 18-7-4 26-0-12 36-0.6 - _ 44-8-0 8-7-16 9-11-10 7-5-8 9-11-10 8-7-10 Plate Offsets (X Y)-- 2:0-4-2,0-1-8jL(6:0-3-0,0-2-4j,(7:0-5-12 0-2-81(11:0-4-2 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.34 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.91 16-18 >579 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.22 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 230 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. BOT CHORD 2x4 SP No. 7 WEBS 1 Row at mldpt 4-16, 7-16, 9-15 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz2=114(LC 12) Max Uplift2=-430(LC 12), 11=-430(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3538/2128, 3-4=-3347/2074, 4-5=-2507/1608, 5-6=-2440/1627, 6-7=-2262/1574, 7-8=-2439/1627, 8-9=-2507/1608, 9-10=-3347/2074, 10-11=-3538/2128 BOT CHORD 2-18=-1821/3175, 18-19=-1515/2762, 19-20= 1515/2762, 17-20=-1515/2762, 16-17=-1515/2762, 16-21=-1087/2261, 15-21=-1087/2261, 14-15=-1519/2762, 14-22=-1519/2762, 22-23=-1519/2762, 13-23=-1519/2762, 11-13=-1834/3175 WEBS 3-18=-240/301, 4-18=-231/529, 4-16=-654/556, 6-16=-291/610, 7-15— 292/644, 9-15=-654/556, 9-13=-231/530, 10-13= 240/301 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 2 and 430 lb uplift at joint 11. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mf fek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer musl verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord rnembers only. Additional ternporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available. from Truss Plate Institute, 218 N. Lee Street, 'suite 312, Alexandria, VA 22314. Tampa, FL 33610 JoTruss Truss Type fy Ply T13194270 W P0191 A6 Hip 1 1 013 Job Reference (optional) FirstSource, Tampa, Plant Udy, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:51 2018 Page 1 I D:AeAoATVyRAFF51m F42 W 41 SypZgj-xZtEuYUoTU HpP4E6m83Dg ITDDpcHo48nDk2? 13zmv3_ 1-0- 6-1-15 11-4-5 18-0-0 22-4-0 26-8-0 33-3-11 38-6-1 44-8-0 -8- 0- 6-1-15 5-2-6 6-7-11 4-4-0 4-4-0 6-7-11 5-2-6 6-1-15 -0- dI' 6 5.00 j 12 5x8 = 5x6 = Scale = 1:80.1 3x8 = io lr 16 1a 15 14 13 3x8 = 3x4 = 4x6 = 3x4 = 3x8 = 4x6 = 3x4 = 9-3-14 18-0-0 26-8-0 35-4-2 44-8-0 9-3-74 8-8-2 8-8_0 8-8-2 93-14 Plate Offsets (X,Y)-- 2:0-4-2,0-1-81 [6:0-5-4,0-2-41,[7:0-3-0 0-2-41,[11:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.33 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.76 15-16 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0-28 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code FBC2014IFP12007 Matrix) Weight: 229 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 5-16, 6-15, 8-15 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz2=-110(LC 17) Max Uplift2=-425(LC 12), 11=-425(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3508/2136, 3-4=-3287/1998, 4-5=-3187/2014, 5-6=-2567/1647, 6-7=-2317/1596, 7-8=-2568/1647, 8-9=-3187/2013, 9-10=-3287/1998, 10-11=-3508/2136 BOT CHORD 2-18=-1832/3163, 17-18=-1557/2844, 16-17=-1557/2844, 16-19= 1123/2317, 15-19=-1123/2317, 14-15=-1562/2844, 13-14=-1562/2844, 11-13=-1845/3163 WEBS 3-18=-236/289, 5-18=-138/442, 5-16=-662/541, 6-16=-260/597, 7-15=-259/597, 8-15=-662/541, 8-13=-138/441, 10-13=-236/289 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2 and 425 lb uplift at joint 11. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not all, a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnernbers only. Additional temporaryand permanent bracing MiTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availot-ie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job russTruss Type Qty Ply T13194271 W P0191 A7 Hip 1 1 014 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 (.64V S Aug 1b ZU1 / MI I eK m4UST—S, inc. rn reD Ve i P. i a.oz zD Ia rage i I D:AeAoATVyRAFF51mF42 W 41 SypZgj-Pm Rc5uUQ EoPfOEpI KraSDVOMLDxKXW iwSOoZYW zmv2z 5-10-15 10-0-3 17-0-0 22-4-0 27-8-05-4-0 34-7-16-11-733 38-94-1-4- 1 44-8-0 45-8- ol- 55-10-15 4-1-4 6-11-13 5-4-0 -10-15 -0- vI 1 6 5.00 F12 5x6 = 3x4 = 6 5x6 = Scale = 1:80.1 3x8 = it Io 15 Ia 14 "' „ 3x8 = 3x4 = 4x6 = 3x8 = 3x8 = 4x6 = 3x4 = 9-1-11 17-0-0 27-8-0 1 3b-6-b 44-a-U 9-1-11 7-10-5 10-8-0 7-10-5 9-1-ti Plate Offsets (X,Y)-- 2:0-4-2 0-1 8][4:0-3-0 0-3-0] [5:0-3-0,0-2-41,[7:0-3 0,0-2-4],[8:0-3-0 0 3-0]J10:0-4-2 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.50 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOE 1.25 BC 0.91 Vert(TL) -1.13 14-15 >466 180 BCLL 0.0 Rep Stress incr YES WB 0.33 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 234 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5,7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at micipt 4-15, 6-15, 6-14, 8-14 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz2=-104(LC 17) Max Uplift2=-418(LC 12), 10= 418(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3494/2116, 3-4=-3309/2025, 4-5=-2666/1668, 5-6=-2402/1620, 6-7=-2402/1620, 7-8=-2666/1668, 8-9=-3309/2025, 9-10=-3494/2116 BOT CHORD 2-17=-1811/3148, 16-17=-1639/2980, 15-16=-1639/2980, 15-18=-1260/2506, 18-19=-1260/2506, 14-19=-1260/2506, 13-14=-1646/2980, 12-13=-1646/2980, 10-12=-1825/3148 WEBS 4-17=-79/359, 4-15=-689/552, 5-15=-337/670, 6-15=-350/151, 6-14=-350/151, 7-14=-337/670, 8-14= 689/552, 8-12=-79/359 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 2 and 418 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. IGV312015 BEFORE USE. Design valid for use only with Mileku, connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall individual truss chord members only. Additional temporary and permanent bracing M iTekbuildingdesign. Bracing indicated is to prevent txuckling of web and/or Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria- VA 22314, Tampa, FL 33610 Job Truss Truss Type oty Ply T13194272 wP0191 A8 Hip t 1 015 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:53 2018 Page 1 I D:AeAoATVyRAFF5lmF42 W 41SypZgj-ty?_J D V2?6X W eON U tZ5hIjZVjdJ IGzs4g2X65yzmv2y 1-0- 8-7-3 16-0-0 22-4-0 28-8-0 36-0-13 44-8-0 -8- 0- 8-7-3 7-4-13 6-4-0 6-4-0 7-4-13-0- 5.00 12 5x8 - 2x4 11 Sx8 = Scale = 1:80.1 3x8 — 16 15 t7 14 18 13 12 3x8 = 2x4 11 Sx8 = 3x8 = 5x8 = 2x4 II Iv0 8-7-3 16-0-0 22-4-0 28-8-0 36-0-13 44-8-0 8-7-3 7-4-13 6-4-0 6-4-0 7-4-13 8-7-3 Plate Offsets (X Y)-- 2:0-4-2,0-1-81, [4:0-3-0 Edge), [5:0-5-12,0-2-81 17:0-5-12,0-2-81, 8:0-3-O,EdgeL[10:0-4-2,0-1-81, [13:0-4-0,0-3-01 [15:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.63 14-15 >844 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 229lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x4 SP No.1 `Except' WEBS f Row at m0pt 3-15, 9-13 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=-99(LC 17) Max Uplift2=-41 O(LC 12), 10=-41 O(LC 13) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3503/2067, 3-4=-2754/1685, 4-5=-2665/1707, 5-6=-2700/1780, 6-7= 2700/1780, 7-8=-2665/1707, 8-9=-2754/1685, 9-10=-3503/2067 BOT CHORD 2-16=-1751/3138, 15-16=-1751/3138, 15-17=-1224/2469, 14-17=-1224/2469, 14-18=-1225/2469, 13-18=-1225/2469, 12-13=-1761/3138, 10-12=-1761/3138 WEBS 3-16=0/344, 3-15=-761/599, 5-15=-214/504, 5-14=-1951500, 6-14=-381/315, 7-14=- 195/500, 7-13=-214/504, 9-13=-761/599, 9-12=0/344 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 2 and 410 lb uplift at joint 10. 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9, 2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. N Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual bxiliding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trtrss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T13194273! W P019t A9 Hip t t 016 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.ovv s nuy io — r MiTek i-. r i r- 0 1 1. , :- Z ayv I D:AeAoATVyRAFF5lmF42 W 41SypZgj-MBZM W ZW g mPfNGXygRGdwlwSfQ 1 bN? 14 DviHfd0zmv2x 1-0- 7-9-14 15-0-0 22-4-0 29-8-0 36-10-2 44-8-0 -8- 7-2-2 7-4-0 7-4-0 7-2-2 7-9-14 -o- 60 5.00 12 5x8 = 2x4 11 5x8 = Scale = 1:80.1 3x8 = 18 17 to is 15 "' 1413 12 3x8 = 2x4 11 4x6 = 3x8 = 3x4 = 2x4 3x4 = 4x6 = Iv0 7-9-14 15-0-0 22-4-0 29-8-0 36-10-2 44-8-0 7-9-14 7-2-2 7-4-0 7-4-0 7-2-2 7-9-14 Plate Offsets (X Y)-- 2.0-4-2 0-1-8j j5.0-5-12 0-2-8) (7:0-5-12 0-2-8) (10:0-4-2 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.32 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.75 13-15 >706 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 226 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz2=-93(LC 17) Max Up1ift2=-417(LC 8), 10=-417(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3535/2077, 3-4=-2843/1718, 4-5= 2761/1739, 5-6=-2895/1871, 6-7=-2895/1871, 7-8=-2761/1739, 8-9=-2843/1717, 9-10=-3535/2077 BOT CHORD 2-18= 1766/3170, 17-18=-1766/3170, 16-17=-1279/2557, 16-19=-1279/2557, 15-19=-1279/2557, 15-20=-1280/2557, 14-20=-1280/2557, 13-14=-1280/2557, 12-13=-1778/3170, 10-12=-1778/3170 WEBS 3-18=0/315, 3-17=-691/550, 5-17=-181/490, 5-15=-257/606, 6-15=-447/377, 7-15=-257/606, 7-13=-181/490, 9-13=-691/550, 9-12=0/315 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 2 and 417 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEIVREFERANCE PAGE MII-7473 rev. 10ID312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Additional temporary and permanent Lxacing MiTek buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee. Street, Suite 312, Alexandria, VA 22114. Job russTruss Type Qty Ply T73194274 W P0191 A10 Hip 1 1 002 Job Reference (optional) Builders FustSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:37 2016 Pagel I D:AeAoAT VyRAFF5lm F42 W 41 SypZgj-Lt 1 xylJOmBW ojw9 PxBpx6LuoNAp1 W dTj?YfGYtzmv3C O- 7-3-14 14-0-0 19-6-11 25-1-5 30-8-0 37-4-2 44-8-0 -8- 0- 7-3-14 6-8-2 5-6-11 5-6-11 5-6-11 6-8-2 7-3-14 -0- 5.00 12 5x6 = 3x4 = 3x6 = 3x4 = 5x6 = 9 Scale = 1:80.1 3x8 = 20 19 10 zI zz li Cd L4 1b 15 14 3x8 = 2x4 II 3x8 =4x6 — 3x4 = 4x6 =3x8 = 2x4 II 7-3-74 14-0-0 22-4-0 30-8-0 37-4-2 44-8-0 7-3-14 6-8-2 8-4-0 8-4-0 6-8-2 7-3-14 Plate Offsets(X,Y)-- [2:0-4-2,0-1-81,[5:0-3-0,0-2-4],[9:0-3-0,0-2-41,[12_0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.33 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.81 15-17 >649 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.27 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 16-18: 2x4 SP No.! WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz 2=-87(LC 17) Max Uplift2=-427(1_C 8), 12=-427(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3550/2078, 3-4=-2924/1750, 4-5=-2846/1769, 5-6=-2646/1707, 6-7=-3045/1913, 7-8=-3045/1913, 8-9=-2646/1707, 9-10=-2846/1769, 10-11=-2924/1750, 1 1-12=-3550/2078 BOT CHORD 2-20=-1771/3186, 19-20=-1771/3186, 18-19=-1553/3005, 18-21 =-1 553/3005, 21-22— 1553/3005, 17-22=-1553/3005, 17-23=-1553/3005, 23-24=-1553/3005, 16-24=-1553/3005, 15-16=-1553/3005, 14-15=-1784/3186, 12-14=-1784/3186 WEBS 3-20=0/285, 3-19=-621/504, 5-19=-401/793, 6-19=-658/326, 8-15=-658/326, 9-15=-401/793, 11-15=-621/504, 11-14=0/285 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L=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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2 and 427 lb uplift at joint 12. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional ternlxxary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job fuss Truss Type City Ply T73194275 W P0191 A Hip 1 1 003 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11 A 3:38 2018 Page 1 ID:AeAoATVyRAFF5lmF42W41SypZgj-g3bJ95KeXVefL4keVvKAeYR?va9nF9esECPp4Jzmv3B 1-0- 6-9-14 13-0-0 19-2-11 25-5-5 31-8-0 37-10-2 44-8-0 -8- 0- 6-9-14 6-2-2 6-2-11 6-2-11 6-2-11 6-2-2 6-9-14 -0- 5x6 = 3x6 = 3x4 = 3x4 = 5.00 F12 5x6 = 8 Scale = 1:78.7 3x8 - 18 17 16 1y 2u lb 21 22 14 13 12 3x8 = 2X4 II 3x8 = 4x6 - 3x4 = 4x6 — 3x8 = 2X4 11 6-9-14 13-0-0 22-4-0 31-8-0 37-10-2 44-8-0 b-9-14 6-2-2 9-4-0 9-4-0 6-2-2 6-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.36 15-17 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.92 15-17 573 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 14-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=-81(LC 13) Max Uplift2=-437(LC 8), 10= 437(LC 9) PLATES GRIP MT20 244/190 Weight: 224 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row atmidpt 5-17,7-13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3560/2076, 3-4=-3008/1802, 4-5=-2733/1734, 5-6=-3281/2019, 6-7=-3281/2019, 7-8=-2733/1734, 8-9=-3008/1802, 9-10=-3560/2076 BOT CHORD 2-18=-1773/3196, 17-18=-1773/3196, 16-17= 1688/3226, 16-19= 1688/3226, 19-20— 1688/3226, 15-20=-1688/3226, 15-21— 1689/3226, 21-22=-1689/3226, 14-22=-1689/3226, 13-14=-1689/3226, 12-13=-1787/3196, 10-12=-1787/3196 WEBS 3-17=-540/452, 4-17=-413/824, 5-17=-782/409, 7-13=-782/409, 8-13=-413/824, 9-13=-540/451 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 Ib uplift at joint 2 and 437 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown. and is for an individual building component. not a truss syslem. Before use, the building designer muss verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the taNicalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 01iy Ply T13194276 W P0191 A Hip 1 1 004 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MI I ek Industries, Inc. Fri Feb 09 11:13:36 2016 Page 1 I D:AeAoATVyRAFF51m F42 W 41 SypZgj-g3bJ95KeXVefL4kcVvKAeYRymaAH F6tsECPp4Jzmv3B 1-0- 6-4-8 12-0-0 18-11-4 25-8-12 32-8-0 38-3-8 44-8-0 -8- 0- b-4-8 5-7-8 6-11-4 6-9-8 6-11-4 5-7-8 6-4-8 -0 5x8 = 2x4 11 3x6 - 3x8 = 5.00 Fl2 5x6 = 8 Scale = 1:78.7 3x8 = 19 18 17 16 15 14 13 12 3x8 - 2x4 II 3x4 = 4x6 = 3x8 = 2x4 I 3x8 MT20HS = 3x8 = 2x4 II 6-4-8 12-0-0 18-11-4 25-8-12 32-8-0 38-3-8 44-8-0 6-4-8 5-7-8 6-11-4 6-9-8 6-11-4 5-7-8 6-4-8 Plate Offsets (X Y)-- 2:0-4-2 0-1-8j,[4'0-5-12 0-2-81[8:0-3-0 0-2-4][10:0-4-2 0-1-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.38 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.89 15-16 >592 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.29 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 229 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 7-16, 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=-75(LC 17) Max Uplift2=-447(LC 8), 10=-447(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3569/2069, 3-4=-3080/1838, 4-5=-3512/2159, 5-6=-3512/2160, 6-7=-3512/2160, 7-8=-2811/1764, 8-9=-3081/1838, 9-10=-3568/2068 BOT CHORD 2-19= 1768/3204, 18-19=-1768/3204, 17-18=-1430/2795, 16-17=-1430/2795, 15-16=-1838/3511, 14-15=-1838/3511, 13-14=-1838/3511, 12-13= 1783/3203, 10-12=-1783/3203 WEBS 3-18=-468/390, 4-18=-130/396, 4-16=-501/999, 5-16=-392/336, 7-15=0/273, 7-13=-983/495, 8-13=-423/847, 9-13=-467/390 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "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." Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA14CE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek0 connectors. Ibis design is based only upon parameters shown. and Is for an individual building component, not N Sol' a ]russ system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent k always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and buss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FLSafetyInformationavailablefromTrussPlateInsflhlte. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 33610 JoTruss Truss Type Qty ply T13194277 W P0197 A13 Hip 1 1 005 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:39 2018 Page 1 I D:AeAoATVyRAFF5lmF42 W 41SypZgj-IG9hN RKG Ipm W zEJo3crPBm_7P_UN_U YOSs8Mcmzmv3A 1-0- 5-2-3 11-0-0 18-7-4 26-0-12 33-8-0 39-5-13 44-8-0 -8- 0- 5-2-3 5-9-13 7-7-4 7-5-8 7-7-4 5-9-13 5-2-3 -0 5x8 = 5.00 12 2x4 11 4x6 = 3x8 = 5x6 = 8 Scale = 1:78.7 3x8 = 19 18 17 16 15 14 13 12 3x8 = 2x4 11 3x4 = 4x6 = 5x8 = 2x4 11 3x8 MT20HS= 3x8 = 2x4 11 5-2-3 11-0-0 18-7-4 26-0-12 33-8-0 39-5-13 44-8-0 5-2-3 5-9-13 7-7-4 7-5-8 7-7-4 5-9-13 Plate Offsets (X Y_)--[2:0 4-2,0 1-8j,[4:Q 5-12 0-2-8j [6:0-3-O,Edge) [8:0-3-0 0-2-4) 10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.40 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.97 15-16 >545 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.30 10 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight. 226 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP M 31, 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 7-16, 7-13 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=70(LC 16) Max Uplift2=-457(LC 8), 10=-457(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3594/2079, 3-4=-3173/1865, 4-5=-3823/2314, 5-6=-3823/2314, 6-7=-3823/2314, 7-8=-2902/1796, 8-9=-3175/1865, 9-10=-3593/2079 BOT CHORD 2-19=-1791/3230, 18-19=-1791/3230, 17-18=-1484/2882, 16-17= 1484/2882, 15-16=-2016/3820, 14-15=-2016/3820, 13-14=-2016/3820, 12-13=-1807/3229, 10-12=-1807/3229 WEBS 3-18=-387/343, 4-18=-83/377, 4-16=-622/1211, 5-16=-431/370, 7-15=0/299, 7-13= 1189/613, 8-13=-405/851, 9-13=-384/342 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 457 lb uplift at joint 2 and 457lb uplift at joint 10. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "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." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. laV312015 BEFORE USE. Design valid for use only with MiTekO connectors. this design Is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord rnembers only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and truss systems, se-eANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 oTruss Truss Type aty Ply T73194278 W P0191 A 14 Hip 1 1 006 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:40 2018 Page 1 I D:AeAoAT VyRAFF51m F42 W 41 SypZgj-mSj4anLu36uMa0u_dKMekz W MX0tlj3g9hW uw8Czmv39 10-0-0 16-2-0 22-4-0 28-6-0 34-8-0 39-4-2 44-8-0 -8- 0-d 5-3-14 4-8-2 6-2-0 6-2-0 6-2-0 6-2-0 4-8-2 5-3-14 -0- 5x6 = 3x4 = 3x4 = 4x6 = 5 67 3x4 = 8 5x6 = 9 Scale = 1:78.7 3x8 = 18 17 16 15 14 13 3x8 = 3x8 = 3x8 MT20HS = 3x4 = 3x4 = 3x8 MT20HS = 3x8 = 10-0-0 18-2-11 26-5-5 34-8-0 44-8-0 10-0-0 8-2-11 8-2-11 8-2-11 10-0-0 Plate Offsets (X,Y)--[2:0-4-2,0-1-8j,[4:0-3-0,0-2-4],17:0-3-0,Edge]_[9:0-3-0,0-2-41, 11:0-4-2,0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1_25 TC 0.63 Vert(LL) 0.45 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 1.12 15-16 >473 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.28 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 217lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-13 REACTIONS. (lb/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz 2=-64(LC 17) Max Uplift2=-467(LC 8), 11=-467(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3507/2082, 3-4=-3254/1886, 4-5=-2987/1808, 5-6=-4098/2424, 6-7=-4098/2424, 7-8=-4098/2424, 8-9=-2987/1808, 9-10=-3254/1886, 10-11=-3507/2081 BOT CHORD 2-18=-1788/3165, 17-18=-2103/3943, 16-17=-2103/3943, 15-16=-2288/4255, 14-15=-2106/3943, 13-14=-2106/3943, 11-13= 1803/3165 WEBS 3-18=-235/309, 4-18=-471/954, 5-18=-1248/701, 5-16=-106/398, 6-16=-282/199, 6-15=-282/199, 8-15=-106/398, 8-13=-1248/701, 9-13=-471/954, 10-13=-235/309 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 2 and 467 lb uplift at joint 11. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "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." Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01.7473 rev. f0/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual Ib uilding component, not lei' a truss system. Before use, the building designer i nust verify ttxt applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems- seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trtlss Plate Institute- 218 N. Lee Street. Suite 312, Alexandria- VA 22314. Tampa, FL 33610 oI russ Truss Type oty Ply T13194279 W P0191 A15 Hip 1 t 007 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:41 2018 Page 1 ID:AeAoATVyRAFF5lmF42W41SypZgj-EeHSo7MWgQODCYTBAtutGB3UFncnSV9JwAdThezmv38 1-0- 9 4-9-14 9-0-0 15-8-14 22-4-0 28-11-2 35-8-0 39-10-2 44-8-0 -8- 0- 4--14 4-2-2 6-8-14 6-7-2 6-7-2 6-8-14 4-2-2 4-9-14 1 -o- Scale = 1:78.7 Sx6 = 3x8 = 2x4 II 4x6 = 3x8 = 5.00 12 5x6 = 4 5 6 7 8 9 2x4 2x4 i 3 10 2 I 11 6 3x8 = 17 16 15 14 13 3x8 = 6xt2 MT20HS = 3x8 = 6x12 MT20HS = 3x8 = 12 Sa o 3x8 = 9-0-0 15-8-14 22-4-0 28-11-2 35-8-0 44-8-0 9-0-0 6-8-14 6-7-2 6-7-2 6-8-14 9-0-0 Plate Offsets (),Y)-- 12:0-4-2,0-1-8) (4:0-3-0 0-2-4) f7:0-3-0 Edge], [9 0-3-0 0-2-4][11:0-4-2 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.53 15 >995 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1.22 14-15 >434 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.30 11 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) I Weight: 221 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row atnlidpt 5-17, 8-13 REACTIONS. (lb/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz 2=-58(LC 17) Max Uplift2=-477(LC 8), 11=-477(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3509/2066, 3-4=-3320/1916, 4-5=-3061/1835, 5-6=-4760/2795, 6-7=-4760/2795, 7-8=-4760/2795, 8-9=-3061/1835, 9-10=-3320/1916, 10-11=-3509/2066 BOT CHORD 2-17=-1775/3162, 16-17=-2326/4348, 15-16=-2326/4350, 14-15=-2329/4350, 13-14=-2330/4348, 11-13=-1791/3162 WEBS 4-17=-478/974, 5-17=-1558/861, 5-15=-256/538, 6-15=-338/296, 8-15=-256/538, 8-13=-1558/861, 9-13= 478/974 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint 2 and 477 lb uplift at joint 11. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "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." Wager P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEIVREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek© connectors. This design is based only upon parameters shown, and Is for an individual building component, not y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent tracing MiTek` buildingdesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricaWn, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 M Lee Street. Suite 312, Alexandria, VA 22314. JoTruss Truss Type Qty Ply T13194280 W P0191 A16 HIP GIRDER 1 I 3 008Job Reference (optional) ounaers nraaource, r ampa, Want "'Y....... a as000 r.owu s -9 o rage , I D:AeAoATVyRAFF5lm F42 W 41 SypZgj-3oej2AR H PGmNwTwKXI? H W SJ U3C Ees BMBI64oulzmv32 1-0- 3-9-14 7-0-0 13-2-10 19-3-9 25-4-7 31-5-6 37-8-0 40-10-2 44-8-0 -8- 0- 3-9-14 3-2-2 6-2-10 6-0-74 6_ 6-0-14 6-2-10 3-2-2 3-9-14 -0- Scale = 1:78.4 5x6 = 5.00 12 3x8 = 2x4 3x6 = 3x8 = 2x4 11 5x8 = 4 22 23 5 24 25 6 26 727 28 8 29 30 9 31 32 10 4x6 = 21 33 34 20 35 19 36 18 37 38 39 17 40 16 41 15 42 43 14 4x6 = 5x8 = 2x4 I 5x8 = 5x8 = 2x4 6x8 = 5x8 = 4x6 = 7-0-0 13-2-10 19-3-9 25-4-7 31-5-6 1 37-8-0 44-8-0 7-0-0 fi-2-10 fi-0-14 6-0-14 6-0-14 6-2-10 7-0-0 Plate Offsets (X,Y)-- 4:0-3-0,0-2-4 10:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.53 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.22 17-18 >433 180 BCLL 0.0 * Rep Stress Incr NO WB 0.59 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I (Matrix) Weight: 767 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 7-10: 2x4 SP No.1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=3396/0-8-0, 12=3396/0-8-0 Max Horz 2=46(LC 27) Max Uplift2=-1136(LC 4), 12= 1136(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7701/2577, 3-4=-7756/2628, 4-22=-7278/2486, 22-23=-7278/2486, 5-23=-7278/2486, 5-24=-13511/4600, 24-25=-13511/4600, 6-25=-13511/4600, 6-26=-13511/4600, 26-27= 13511/4600, 7-27=-13511/4600, 7-28=-13511/4600, 8-28=-13511/4600, 8-29=-11404/3895, 29-30=-11404/3895, 9-30=-11404/3895, 9-31=-11404/3895, 31-32=-11404/3895, 10-32=-11405/3895, 10-11=-7790/2640, 11-12=-7726/2586 BOT CHORD 2- 21=-2299/6978, 21-33=-3826/11471, 33-34=-3826/11471, 20-34=-3826/11471, 20-35=-3826/11471, 19-35=-3826/11471, 19- 36=-3826/11471, 18-36=-3826/11471, 18-37=-4545/13604, 37-38=-4545/13604, 38-39=-4545/13604, 17-39= 4545/ 13604, 17-40=-4545/13604, 16-40=-4545/13604, 16-41=-4545/13604, 15-41=-4545/13604, 15-42=-2373/7210, 42-43=-2373/7210, 14-43=-2373/7210, 12-14=-2317/6999 WEBS 3-21=-144/365, 4-21= 674/ 2422, 5-21=-4670/1594, 5-20=0/514, 5-18= 754/2287, 6-18=-670/418, 8-17=0/567, 8-15=-2461/823, 9- 15=-656/411, 10-15= 1583/4652, 10-14= 34/606, 11-14=-143/375 NOTES- ( 11) 1) 3-ply truss to be connected together with 1 Od (0.131 'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE( S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1. 60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1136 lb uplift at joint 2 and 1136 lb uplift at joint 12. ri§&rphi-W d"Preaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101031201 S BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord rnembers only. Additionat temporaryand rx.rmaneni bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 M Lee Street, Suite 312, Alexandria, VA 22314. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 0904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 N MiTek' 6904 Parke East Blvd. Tama, FL 33610 Job Truss Truss Type Qfy Ply T13194280 W P0191 A16 HIP GIRDER 1 J J b Reference (optional) tluilders F1rslSource, I ampa, Mani urry, Honda 33b66 L t4U S Aug 10 ZU1 / MI1 eK Ina Uslries, inc. rn - UV I I: - - zu I b rage z I D:AeAoAT VyRAFF5lm F42W 4l SypZgj-3oej2ARH PGmNwTwKXI?H W SJ U3C Ees BMBI64oulzmv32 NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 203 lb up at 7-0-0, 105 lb down and 107 lb up at 9-0-12, 105 lb down and 107 lb up at 11-0-12, 105 lb down and 107 lb up at 13-0-12, 105 lb down and 107 lb up at 15-0-12, 105 lb down and 107 lb up at 17-0-12, 105 lb down and 107 lb up at 19-0-12, 105 lb down and 107 lb up at 21-0-12, 105 lb down and 107 lb up at 22-4-0, 105 lb down and 107 lb up at 23-7-4, 105 lb down and 107 lb up at 25-7-4, 105 lb down and 107 lb tip at 27-7-4, 105 lb down and 107 lb up at 29-7-4, 105 lb down and 107 lb up at 31-7-4, 105 lb down and 107 lb up at 33-7-4, and 105 lb down and 107 lb up at 35-7-4, and 203 lb down and 203 lb up at 37-8-0 on top chord, and 317 lb down and 109 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 11-0-12, 81 lb down at 13-0-12, 81 lb down at 15-0-12, 81 lb down at 17-0-12, 81 lb down at 19-0-12, 81 lb down at 21-0-12, 81 lb down at 22-4-0, 81 lb down at 23-7-4, 81 lb down at 25-7-4, 81 lb down at 27-7-4, 81 Ib down at 29-7-4, 81 lb down at 31-7-4, 81 lb down at 33-7-4, and 81 lb down at 35-7-4, and 317 lb down and 109 lb up at 37-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) "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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-10=-54, 10-13=-54, 2-12=-20 Concentrated Loads (lb) Vert: 4=-156(B)10=-156(B)21=-317(B)5=-105(B)20=-58(B)18=-58(B) 6=-105(B)17=-58(6) 8=-105(B) 9=-105(B)15=-58(B) 14=-317(B) 22=-105(B)23= 105(B) 24=-105(B) 25=-105(B) 26=-105(B) 27=-105(B) 28=-105(B) 29=-105(B) 30=-105(B)31=-105(B) 32=-105(B) 33=-58(B) 34=-58(B)35=-58(B) 36=-58(B) 37=-58(B) 38=-58(B) 39=-58(B) 40=-58(B) 41 =-58(B) 42_-58(13) 43=-58(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MI1ek6 connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 19ualiy Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute., 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 oT uss Truss Type aty Ply T13194281 W P0191 B1 Hip 1 1 017 Job Reference optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:55 2018 Page 1 I D:AeAoATVyRAFF5lmF42 W 41SypZgj-gL71kvXIXjnEthXt?z89r8eyeRyykmGMBMOD9gzmv2w 1-0- 4-3-14 8-0-0 13-9-14 19-5-15 25-2-1 30-10-2 36-8-0 40-4-2 44-8-0 4,5-8-p 0- 4-3-14 3-8-2 5-9-14 5-8-2 5-8-2 5-8-2 5-9-14 3-8-2 4-3-14 1-0- 5.00 F12 6x8 = 5x8 = 2x4 11 Sx8 = Sx8 = 2x4 11 7 8 9 6x8 = 10 Scale = 1:78.1 5x6 - 21 20 19 18 17 16 is 14 5x6 = 5x8 = 4x10 MT20HS = Sx8 = 2x4 11 2x4 5x8 = 7x10 WB= 4x6 = 3i7 6 8-0-0 13-9-14 19-5-15 25-2-1 30-10-2 36-8-0 44-8-0 8-0-0 5-9-14 5-8-2 5-8-2 5-9-14 8-0-0 Plate Offsets (x,Y)-- j2:0-4-13 0-0-31Lj4:0-4-QO-2-2] (10:0-2-4 0-3-12 , 12:0-4-13,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.50 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 1.15 17-18 >459 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.24 12 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. 4-7,7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 5-21 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS, (lb/size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz 2=-52(LC 13) Max Uplift2=-487(LC 8), 12=-487(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3629/2121, 3-4=-3469/1989, 4-5=-3235/1908, 5-6=-5485/3175, 6-7=-5485/3175, 7-8=-5485/3175, 8-9=-4747/2773, 9-10=-4748/2774, 10-11=-3477/1991, 11-12=-3631 /2123 BOT CHORD 2-21 =-1 839/3279, 20-21 =-2556/4748,19-20=-2556/4748, 18-19= 2556/4748, 17-18=-2965/5486, 16-17=-2965/5486, 15-16=-2965/5486, 14-15=-1670/3197, 12-14=-1858/3281 WEBS 4-21=-528/1051, 5-21 =-1 796/1008, 5-18=-460/896, 6-18=-300/260, 8-15=-900/474, 9-15=-352/296, 10-15=-1021/1833, 10-14=-38/296 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2 and 487 lb uplift at joint 12. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10A1312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an IndlNdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing indicated is 10 prevent buckling of individual inks web and/or chord members only. Addilional temporary and permanent bracing is always required tot stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrk:allon, storage, delivery, erection and bracing of busses and Irt s systems, seeANSI/TPI ] Quality Criteria, DSB-89 and 8CS1 Building Component Safety Information avclilable from TnfSS Plate Institute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Wafter P. Finn PE No.22839 MiTek USA, Inc- FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 oTruss russ ype y y T13194282 W P0191 82 Root Special Girder 1 1 016 Job Reference (optional) omwers 1--u ca, lamp., n ,u wry, nmwa as000 n-9 rnyo I D:AeAoATVyRAFF5lm F42 W 41SypZgj-mj FV9bYZ3K 1 y7?hF6OAdwZjC6Ed6ChUfbgVJEjzmv2u 1-0- 7-0-0 10-4-0 11-4- 16-9-12 25-2-4 30-8-0 1-8- - 37-8-0 44-8-0 -8- 0- 7-0-0 3-4-o -0- 5-5- 22 8-4-8 5-5-12 -0- 6-0-0 7-0-0 -0- 5x8 = 5x6 = 5.00 12 5x6 = 3 22 4 5 5x8 = 3x4 = 3x6 = 2x4 11 5x6 = 5x6 = R R n 10 27 28 11 Scale = 1:81.6 3x6 = 21 29 20 19 18 30 31 32 33 t7 16 15 34 35 14 3x6 = 2x4 11 3x8 = 3x6 = 3x4 = 5x8 = 3x6 = 3x4 = 3x4 = 7-0-0 10-4-0 11-4- 16-8-0 16- -12 21-0-0 25-2-4 25; -0 30-8-0 1-8- 37-8-0 44-8-0 7-0-0 3-4-0 -0- 5-4-0 0-1-12 4-2-4 4-2-4 0-1-12 5-4-0 -0- 6-0-0 7-0-0 Plate Offsets (X,Y)-- 3:0-5-12,0-2-8j_[4:0-3-0 0-2-41[10:0-5-4 0-2-4) [11:0-3-0 0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.19 17-18 >521 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.47 17-18 >212 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 213 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. 5-7,7-9: 2x4 SP M 31, 10-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. BOT CHORD 2x4 SP N0.2 WEBS 1 Row at midpt 5-18, 6-17, 9-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0 except Qt=length) 2=0-8-0, 12=0-8-0. lb) - Max Horz 2=-46(LC 32) Max Uplift All uplift 100 lb or less at joint(s) except 2= 318(LC 8), 18=-623(LC 5), 17=-765(LC 4), 12=-408(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=951(LC 19), 18=1820(LC 19), 18=1814(LC 1), 17=2080(LC 20), 17=2071(LC 1), 12=1 134(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1686/555, 3-22=-1237/461, 4-22=-1237/461, 4-5=-1309/476, 5-6=-287/1033, 6-23= 410/1289, 23-24=-410/1289, 24-25- 410/1289, 7-25=-410/1289, 7-26=-410/1289, 8-26=-410/1289, 8-9=-410/1289, 9-1 0=-1 506/582, 10-27=-19281751, 27-28=-1928/751, 11-28=-1928/751, 11-12=-2167/780 BOT CHORD 2-21=-470/1474, 21-29=-473/1496, 20-29=-473/1496, 19-20=-300/1029, 18-19=-300/1029, 18-30=-1033/371, 30-31 =-1 033/371, 31-32=-1033/371, 32-33= 1033/371, 17-33=-1033/371, 16-17=-378/1158, 15-16=-378/1158, 15-34=-490/1448, 34-35=-490/1448, 14-35=-490/1448, 12-14=-655/1916 WEBS 3-21- 71/516, 3-20=-357/157, 4-20=0/259, 5-20= 208/491, 5-18=-2264/738, 6-18=-605/388, 6-17=-304/131, 8-17=-630/390, 9-17_ 2685/957, 9-15=-312/744, 10-15=-273/268, 10-14=-227/543, 11-14=0/412 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 318 lb uplift at joint 2, 623 lb uplift at joint 18 765 lb uplift at joint 17 and 408 lb uplift at joint 12. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Wafter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 ontinued on a e 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ml1-7473 rev. 1 a(03)2015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component. not 4 a truss syslem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa. FL 33610 oTruss Truss Type ty y T13194282 W P0191 62 Root Special Girder 1 i 018 Job Reference (optional) builders Flrstbource, Iampa, Ylant Ugy, Honda 33b66 1.64o S Aug 16 ZU1 f mi I eK inausrnes, Inc. t reD V8 11:1 J:bI ZV1 d rage Z I D:AeAoATVyRAFF51m F42 W 41SypZgj-mj FV9bYZ3K 1 y7?hF6OAdwZj C6Ed6ChUfbg VJ Ejzmv2u NOTES- (10) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 107 lb up at 7-0-0, 105 lb down and 107 lb up at 8-8-0, 105 lb down and 107 lb up at 10-4-0, 97 lb down and 109 lb up at 17-4-12, 89 lb down and 105 lb up at 19-6-4, 89 lb down and 105 lb up at 21-6-4, 89 lb down and 105 lb up at 23-6-12, 105 lb down and 107 lb up at 31-8-0, 105 lb down and 107 lb up at 33-8-12, and 105 lb down and 107 lb up at 35-7-4, and 203 lb down and 203 lb up at 37-8-0 on top chord, and 260 lb down and 109 lb up at 7-0-0, 81 lb down at 8-8-0, 317 lb down and 109 lb up at 10-3-4, 72 lb down at 17-4-12, 72 lb down at 19-6-4, 72 lb down at 21-6-4, 72 lb down at 23-6-12, 260 lb down and 109 lb up at 31-8-0, 81 lb down at 33-8-12, and 81 lb down at 35-7-4, and 260 lb down and 109 lb up at 37-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-9=-54, 9-10=-54, 10-11=-54, 11-13=-54, 2-12=-20 Concentrated Loads (lb) Vert: 3=-105(F) 4=-105(F) 11=-156(F) 21=-260(F) 20=-317(F) 15=-260(F) 10=-105(F) 14=-260(F) 22=-105(F) 23— 97(F) 24=-89(F) 25— 89(F) 26=-89(F) 27=-105(F) 28=-105(F) 29=-58(F) 30=-36(F) 31=-36(F) 32=-36(F) 33=-36(F) 34— 58(F) 35=-58(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an Individual building component. not a truss system. Before use. the building designer must verify the applicability of design, parameters and properly incorparate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional iernrxxary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, D58.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate tnslihrte. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 oTruss russ ype ly T73194283l) WP0191 Bit JACK -OPEN 72 1 Job Reference (optiona_83 Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Milek Industries, Inc. Fri Feb Ug 11:13:btl L01tl Page 1 I D:AeAoATVyRAFF51m F42 W 41SypZgj-EwotMxZBpe9p19GSg6hsSm GZReClxlJpgKFtm9zmv2t 1-0-0 1-0-0 0 v6 2x4 = Scale = 1:6.6 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0-8-0, 4=9/Mechanical Max Horz2=30(LC 8) Max Uplift3=-8(LC 1), 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 13CD1_=3.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 8 lb uplift at joint 3 and 69 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "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." Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabor ilityofdesignpararneiersandproperlyIncorporatethis design into the overall building design. Bracing indicated is to buckling of individual truss web arxl/or chord members only. Additional iemrrorary and permanent bracirg MiTek preventIs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TRIS.i Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 0 Truss russ ype ty ly T13194284 w P0191 BJ3 Jack -Open 12 1 Job020 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:58 2018 Page 1 1 D: AeAoATVyRAFF5lm F42 W 41SypZgj-EwotMxZBpe9pl9GSg6hsSm GZneBixlJpgKFtm9zmv2t 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:10.9 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ('ibisfze) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz2=59(LC 12) Max Uplift3=-42(LC 12), 2=-72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 42 lb uplift at joint 3 and 72 Ib 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. 7) "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." Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. laV3/2015 BEFORE USE. Design valid for use only with Milek(g) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall is to buckling indivkJLVII truss web and/or chord members only. Additional ternporary and permanent bracing MiTekbuildingdesign. Bracing Indicated prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avaiiabie from Truss Plate. Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa,. FL 33610 o russ aly Ply T13194285 W P0191 BJ5 JACK -OPEN 12 1 021 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:13:58 2018 Page 1 I D:AeAoATVyRAFF5lm F42 W 41SypZgj-EwotMxZBpe9pl9GSg6hsSmG Ufe8pxlJpgK Ftm9zmv2t 1-0-0 5-0-0 1-0-0 5-0-0 2x4 = 5-M Scale = 1:15.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 17Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins- BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=91(LC 12) Max Uplift3=-81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCD1_=3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "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." Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33613 Date: February 9,2018 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not y sotatrusssystem. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall txdlding design. Bracing Indicated Is to buckling of individual truss web and/or chord i nembers only. Additional tempDrary and px:rrfraneni txacing MiTekprevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of lmsses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Tf 3194286 w P0191 CJ7 Diagonal Hip Girder 6 1 022 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.ovv s Aug ro zu i r mi r ek muusui-, mu. ru rev ve 11., 3.5e 20, reye I D:AeAoAT VyRAFF51m F42 W 41 SypZgj-i6M FZHapayH gMJreEpC5?_pf E2Pcg hzy3z?Qlczmv2s 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 Scale = 1:21.8 Io ZX4 11 2x4 = 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 CSI. TC 0.40 BC 0.61 WB 0.29 Matrix) DEFL. in Vert(LL) -0.05 Vert(TL) -0.13 Horz(TL) 0.01 loc) I/dell L/d 6-7 >999 240 6-7 >841 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=445/0-10-15, 5=288/Mechanical Max Horz 2=131(LC 22) Max Uplift4=-87(LC 4), 2=-145(LC 4), 5=-81(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-769/203, 8-9=-743/218, 3-9=-709/211 BOT CHORD 2-11=-276/707, 11-12=-276/707, 7-12= 276/707, 7-13=-276/707. 6-13=-276/707 WEBS 3-7=0/308, 3-6=-761/297 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 4, 145 lb uplift at joint 2 and 81 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1-4-15, 68 Ib down and 85 Ib up at 1-4-15, 25 lb down and 38 lb up at 4-2-15, 25 lb down and 38 lb up at 4-2-15, and 50 lb down and 87 lb up at 7-0-14, and 50 lb down and 87 lb up at 7-0-14 on top chord, and 1 Ib down at 1-4-15, 1 lb down at 1-4-15, 18 lb down at 4-2-15, 18 lb down at 4-2-15, and 38 lb down at 7-0-14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "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 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) Walter P. Finn PE No.22639 Vert: 8=44(F=22, B=22) 10= 75(F=-38, B=-38) 13=-36(F=-18, B=-18) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 10/03,2015 BEFORE USE. Design valid for use only with MllekO connectors. This design is based only upon parameters shown, and is for an In dhAdual building component, not a truss system. Before use, the building designer must verity the appllcability of design parameters and properly Incorporate this design Into the overall is to buckling individual truss web and/or chord rnembers only. Additional temporary and permanent bracing MiTek` building design. Bracing indicated prevent of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstihrte, 218 N. Lee Slreel, Sutie 312. Alexandria, VA 22314. oTruss Truss Type oty ply T13194287 WP0791 EJ6 Jack -Open 3 1 023 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:14:00 2018 Page 1 I D:AeAoATVyRAF F51m F42 W 41SypZgj-AI wendbRLFPX_TQgoXjKYBLngSn7PCo6Hdk_r2zmv2r 1-0-0 6-0-0 t-0-0 6-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.06 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.15 2-4 455 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=143/Mechanical, 2=288/0-8-0, 4=56/Mechanical Max Horz2=106(LC 12) Max Uplift3=-100(LC 12), 2= 78(LC 8) Max Grav3=143(LC 1), 2=288(LC 1), 4=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:17.1 PLATES GRIP MT20 244/190 Weight: 20 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. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 78 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. 7) "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." Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall S building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord rnernbers only. Additional temporary and permanent bracing MiTek is always required for stability and to Ixevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallaLtle from Tnrss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 oTruss Truss Type City ply T13194288 W P0191 EJ6A Jack -Open 1 1 024 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 6-0-0 2x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Feb 09 11:14:00 2018 Page 1 I D:AeAoATVyRAFF51m F42 W 41 SypZgj-AI we ndbRLF PX_TQgoXj KYB LmkSn7PCo6Hdk_r2zmv2r Scale = 1:17.1 r 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.06 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.15 1-3 >455 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 19 lb FT = 20°! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=207/0-8-0, 2= 15 1 /Mechanical, 3=56/Mechanical Max Horz 1=95(LC 12) Max Upliftl=-44(LC 12), 2=-104(LC 12) Max Gravl=207(LC 1), 2=151(LC 1), 3=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 44 lb uplift at joint 1 and 104 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. 7) "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." Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. I M]312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and Is for an Individual IxAding component, not Y a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into The overall i building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and rx;rrnanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information avallable from If= Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss city Ply T13194269 w P0191 EJ7 Jack -Open 24 1 025 Job Reference (optional) Builders FirstSourca, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Fri Fab 09 11 :14:Of 201 H Page 1 I D:AeAoAT VyRAFF5lm F42 W 41 SypZgj-e U UO_yb36ZX0cc? 1 LEFZ4 Puxm r646f2FW H UXN Uzmv2q 1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:19.1 3x6 = 7-0-0 7-0-0 Plate Offsets (X,Y)-- 2:0-0-2,Edgiej LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.10 2-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz 2=122(LC 12) Max Uplift3=-102(LC 12), 2=-85(1_C 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 85 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "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." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10N372015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer muss verify the applicability of design parameters and properly Incorporate this design Into the overall building design. tracing Indicated Is to buckling of individual Imss web and/or chord rnerribers only. Additional temporary and permanent bracing MiTekprevent is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trtrss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 o Truss Truss Type ty Ply T13194290 w P0191 MV1 Valley 1 1 026 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MfTek Industries, Inc. Fri Feb 09 11:14:01 2018 Page 1 ID:AeAoATVyRAF F5lm F42 W41SypZc j-e U UO_yb36ZXOcc? 1 LE FZ4Pu38rBf8f2 F W HUXN Uzmv2q 4-0-0 2X4 -i 2X4 11 2 Scale = 1:11.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=115/3-11-6, 3=115/3-11-6 Max Horz 1=49(LC 12) Max Upliftl=-26(LC 12), 3=-47(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 26 lb uplift at joint 1 and 47 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "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." Walter P. Finn PE No.22839 MfTek USA, Inc. FL Cert 6934 6904 Parke East Blvd. Tampa FL 33610 Date: February 9,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. laV3/2015 BEFORE USE. Design valid for use only with MlTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a Truss syslem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent trickling of individual miss web and/or ctxxd members only. Additional ternporary (rid permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ere.clion and bracing of husses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 JobTruss Truss Type City Ply T13194291 W P0191 MV2 Valley 2 1 027 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 aa 0 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 7.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) 2-0-0 7.640 s Aug 16 2011 MI I ex Industries, Inc. Fri Feb 09 11:14:Of 2m a Page 1 I D:AeAoATVyRAF F51m F42W 41 SypZgj-eU UO_yb36ZXOcc? 1 LE FZ4 Pu5irDG8f2 FW HUXN Uzmv2q 4x6 = 5.00 12 2 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=41/1-11-6, 3=41/1-11-6 Max Horz 1=18(LC 12) Max Upliftl=-9(LC 12), 3=-17(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1 :7.0 Weight: 5 lb FT = 20 Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 9 lb uplift at joint 1 and 17 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "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." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa Fl. 33610 Date: February 9,2018 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14II-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and Ixoperly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pefrnanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and urns systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-11id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1 : National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190% at time of fabrication 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed. unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. . 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria, BEARING HEIGHT 56HEDULE m m BJI 3JILntir— r- r— r- r- r— F— r- r- r Ln cp m LLJ W W. Li LLJ: Lli, Lj.. W; . LIJ. w:: ai ui Li W wLi.. o BJ3 BA CD CS) B- 15 BJ5 9 1 : 5 NOTE5: H13 1.) REFER TO HID ql (PE60MMENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY DRACIN6.) HI I REFER TO ENGINEERED DRAWINGS FOR PERMANENT DRACIN6 REQUIRED. A9 2.) ALL TRJ55E5 (INCLUDING TRU55B UNDER VALLEY FRAMING) MU5T 13E COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REQUIREMENT5. A5 3.) ALL VALLEY, ARE TO DE CONVENTIONALLY FRAMED BY BUILDER. R3 4.) ALL TRU55E5 ARE PE516NED FOR 2'ac. c? H2 m m MAXIMUM 5FACIN6, UNLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT mPLAN ARE CONSIDERED TO DE LOAD F914 BEARING. UNLE55 OTHERW15E NOTED. 6,) 5Y42 TPU55E5 MUST DE INSTALLED WITH THE TOP BEING UP. H6 7.) ALL ROOF TRU55 HAN6EP5 TO DE 5IMP5ON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGER, TO ff 5IMP50N THA422 UNLE55 OTHERWISE NOTED. 6.) DEAM/HEADEkIL INTEL (HOP) TO DE FUrNI5HEP UY BUILDER. F91 2 5HOP DRAWING APPROVAL Ei 14 TH15 LAYOUT 15 THE 50LE 50URCE FOR FABRICATION OF TPI. 65E5 AND VOO5 ALL PREVIOU5 ARCHITECTURAL OR OTHER 131 B LD DE RECEIVED DEFOPE ANY TRU55E5 WILL PE WILT. VERIFY ALL CONPITION5 TO IN5URE A6AIN5T CHAN6E5 THAT WILL ff5ULT BJ5 BJ5 BJ5 BJ5 IN EXTRA CHARGES TO YOU, 0i C? C l V. J3 D: D 3J3'. CS) tq-t'd p'l""y hu BJ In r- M L11F N L' i Llj. rl- Ln co:: L' i LLP I Ld m L,:; LLJ W Ln. M. Afpro, cd by: NS 0 1 BJ OBuilders mmFirstSource Orlando 44- 8-0 PHONE 407-551-2100 FAX 407-651-7111 Plant Gi-ty rlllNE81I-754-5951 FAX. 513-752-1532 Ashton Woods I 1551 S Halley ki ApplH55. WP0191 RAVN DY. 12- 4-17 1Josh PCP L13 S 89'43' in to OR N Kj coo A3 I zL CMoOoLL a= z WO z xQ: o U p Ey U N U' U qU 13.0' I,, -PCP Building Setbacks FINAL BOUNDARY SURVEY WYNDHAM PRESERVE - LOT 191 t oS z— c a r v N a c- ozi WYNDHAM PRESERVE o 3 n LOT 191 PB 81, PIS 93) v z N v ai v+v c c v 3 N v 0-0 aD m I I TELEPHONE rPEDESTOL I FiRTM/ 25.3' I Q CONCRETE p DRI 'EWAY I o 1066 N c' I I L_ f Q z CONC WALK v7 Z R w ? 5.3' FIR Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' 4.' .. LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed usiness BFP-Backflow Preventer Sight Distance Easement S -Survey PRM-Permanent Ref. Monument Reported PCP -Permanent Control Point D -Description FP&L -Florida Power &Light R P -Plat FFE -Finish Floor Elevation D.B. -Deed Book Water Meter O.R.-Official Records Book D4-Water Valve P.B. -Plat Book f-Fire Hydrant Pg. -Page RCM -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk IEI -Electric Box FFE -Finished Floor Elevation Pole CI -Curb Inlet 9-Guy9-Guy Pole GTI-Grate Top Inlet O-Light Pole P.U.E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride D -Storm Sewer Manhole NCS-No Corner Set (Falls in Water) m-Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK CVG4-Irrigation Control Valve P.K. -Parker Kalon Nail p -Sign SIR -Set 1/2" Iron Rod LB7768 WD4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod L87768 11--Existing Grade FIP -Found 1/2" Iron Pipe LB7768 a -Blow-off Valve FPKD- Found P.K. Nail & Disk LB7768 v-Drainage Flow Direction FCM -Found 4"x4" Concrete 10.0 -Proposed Design Grade Monument PRM L87778 Note: Some items in above leaen 10.2 -As-Built/Existinc1 Grad@maynotbeaooglicableeS Description I Date I Dwn.l Ck'd I P.C. I Order No. I LOT 190 NORTH BOUNDARY I LOT 209 LINE OF LOT 191 103 "E 115.00' i r; 45.3 PATIO 6 1 STORY RESIDENCE 1- - 7.0 3987 NIGHT HERON DRIVE 7.0 FFE=25.38 A/C EYPAD 115.00' S89'431031W LOT 192 SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plot of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. 44.4' LOT 191 AREA = 6,900 S.F. 0 44.4' F/R 01 LOT 208 SIR LOT 207 PREPARED FOR: ASHTON WOODS 0 N II W a U CA 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 191, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 5 25 2018 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 Section 472.027, Florida Statutes. GeoPoint Surveying, Inc. z4dmes D. Leviner FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO. LS6915 Drawn: MTP Checked: JDL P.C.: Data File:BrissonEast-Plat NOT VALID WITHOUT THE SIGNATURE AND THE .. OR ................ Date: 5/29/1 S Dwg: BrismEast-Lot Order No.: IGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWIN. 20 S. - RNG. 31 E. Field Bk: