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473 Red Rose Ln 17-2393; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 05, 2017 BUILDING APPLICATION #: 17-10000635 BUILDING PERMIT NUMBER: 17-10000635 UNIT ADDRESS: RED ROSE LN 473 21-19-30-510-0000-3000 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR 4350 MAITLAND FL 32751 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 473 RED ROSE LN / LOT 300 SFR DETACHED THORNBROOKE PH 4 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 SCHOOLS dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT AtRECEIVEDBY: lc. N wSIGNATURE : 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 12-FINANCE 4-LAND MANAGEMENT NOTE** d PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL IO C1ISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel ID Number:,Z(-19-30- 51a-0000-30 d 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. i iBBlll gill IIBBI l!!B !!!B !i!!B I! IBBI GRf)HT WILOY o SEMINOLE COUNTY CLERK OFF CIRCUIT COURT & CONPTROLLER BK 8965 F'_7 1516 t il'a 1 CLERK'S T 2017078699 RECORDED IM/U3f2017 03:22.-J.S pl1 REC:ORDIN;; FEES $10w00 RECORDED BY tsmith The undersigned hereby gives notice that improvements 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 : LOT 3&0 Legal Description : Thornbrooke Phase T according to the plat thereof, as recorded in Plat BookELPage 7o-Itof the public records of Seminole County, Florida. Addresses : q-73 t„i l os "'=' Sanford FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety : N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. 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 INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : r(? Signature of Owner's Agent: Alin Asa Wright Taylor Morrison of Flori Sworn to and subscribed before me this by John Asa_Wug1 Notary Public DA Clark r f My commission expires: 6/27)I9 Serial No. FIT 209108 cj? f FNV a CON% till @S rsonally known to me. d N re: _<, tarY a' SOO CITY OF SANFORD BUILDING & FIRE PREVENTION y PERMIT APPLICATION Application No: Documented Construction Value: S 3 Z.ZLI 3-7 LA .c7° Job Address: L473 Led P6b6 lam& k4 Historic District: Yes No X Parcel ID: ,9_(-19-30-5_/0 -0000- 30 D 0 Residential lx Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: 30 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphneaPermitsPermits Permits. com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO U City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT I TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 U Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: NIA Mortgage Lender: NIA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. yyL.; ,, I / d, L -j 1 • 2r' ! Signature Owner/Agent Date Signa eofContractor/Ag Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name Z Ali Signature ofNotary-St e of Florida Date JOHN ASA WRIGHT Print Contractor/A- t' am Signa of tary-State of Florida Date pRY' PUe P D. aCLARK 0;;:'P:B io D. A. CLARK MY COMMISSION # 2720 MY COMMISSION # FF 209108 EXPIRES; June 2, 2 1 u9gi4 EXPIRES: June 27, 2019 r as,°` Bonded (hru Bud9o1 Nolary ' ry Fuov O~ Bonded Thtu Budget Notary Seakes Owner/ Agent is yFO, Personalf known to Me or " Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical [;" Mechanical [ Plumbing (] Gas[] Roof Construction Type:\gyp, Occupancy Use: T- Flood Zone: Y-5a-r f i AGEDTotal Sq Ft of Bldg: Zt Min. Occupancy Load: I ( # of Stories: New Construction: Electric - # of Amps 1 SO Plumbing - # of Fixtures 1, (P Fire Sprinkler Permit: Yes No [id # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: 02—hTTILITIES: ENGINEERING: wtz a -1- t1 FIRE: COMMENTS: _ Ok to construct single family home with setbacks and impervious area shown on plan. WASTE WATER: BUILDING: `- F r c>• s. i'1 Revised: June 30, 2015 Permit Application a CITY OF SANFORD q BUILDING &FIRE PREVENTION PERMIT APPLICATION Application No. y y x Documented Construction Value: $ Job Address: L4-73 I-ed Pa Se, C& 1't Historic District: Yes NoEx] Parcel ID: Y-f-19-30-3 /0 -0000- 30 D 0 Residential Q Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: 30 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne&PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A . Mortgage Lender: Address: Address: 407- 257-6940 CBC1257462 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature Owner/Agent Date Signa eofContractor/Ag Date TAYLOR MORRISON OF FLORIDA INC JOHN ASA WRIGHT Print Owner/Agent's Name Print Contractor/A; t' am Signature of Notary-Std eofFlorida Date Signa of tary-State of Florida Date 0 PUB D.A. CLARK , D. A. CLARK OAP • •. C 2 MY COMMISSION # FF 20910, * * MY COMMISSION # FF 209108 0'. EXPIRES; June 27, 2019 EXPIRES: June 27, 2019 s°r Bonded Thru Bud;e1 No`ry Sarv{EQ3 1'Gi FV6$ Bonded Thru Budget Notary Seriaes Owner/Agent is E Personaff}9`' wn to Me or ` Contractor/Agent is YES Personally Known to Me or Produced lD N/A Type of ID Produced ID N11A— 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: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 9-7 / WASTE WATER: I I' BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 473 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3000 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: 0 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) M' r OFFICIALUSE ONLY At' w Flood Zone: X Base Flood Elevation: NSA Datum: NSA FIRM Panel Number: 120294 0055 F Map Date: September 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 E 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# 17-2393 Reviewed by: Michael Cash, CFM Date: August 9, 2017 7 17 f Application for Right -of -Way Use for Driveway,Walkway & Landscape Q Rr I p ansca p Department of Planning & Development Services sanfordffigov 300 North Park Avenue, Sanford, Florida 32771 Phone:407:688.5140 Fax:407.688.5141 This permit authorizes work to be done in the.City of'Sanford's right-of-way in accordance with the City's regulations and the a - Know attached construction plans approved as part of this permit. 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 size andlocationoftheexistingright—of-way and use shall be provided or application could be delayed. wears below. f Call before you dig: 1. Project Location/Address: 1 3 %2 eon P_2 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date A v + 7/ / Completion Date Emergency Repairs 4. Brief Description of Work: IAFAA Ala SAR 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 10 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 improve- ment 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 alien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law; Requestoragrees to defend, !indemnify, and hold harmless the City; its councilpersons, agents, servants; or employees appointed, elected, or hired) from and against any and ali liabilities; claims, penalties, demands, suits, judgments, losses; expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense; settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use ofthe City' s right-of-way. 1 have read and understand the above statement and by signing this application I agree to its terms. I Hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: O - This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: ROW Use<Drivewey.pdf- s a SCPA Parcel View: 21-19-30-510-0000-3000 http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... Properly Record Card CFA Parcel: 21-19-30-510-0000-3000 Owner: TAYLOR MORRISON OF FL INC srrmracoourri, ri+ Property Address: 473 RED ROSE LN SANFORD, FL 32771 Parcel Information Value Summary 2017 Working 2016 Certified Values lI Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value 0 Depreciated EXFT Value 1 0 Land Value (Market) 26,050 0 Land Value Ag 0 JusUMarket Value " 26,050 0 Portability Adj 0 Save Our Homes Adj 0 0 Amendment 1 Adj 12,784 0 P&G Adj 0 0 Assessed Value 13,266 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments il Description 300 2NBROOKE PHASE 4 1 PGS 70-71 Taxing AuthorityT r Assessment Value Exempt Values Taxable Value County General Fund 13,266 0 13,266 Schools 26,050 0 26,050 City Sanford 13,266 0 13,266 ohns Water Management -- 13,266 County Bondsn 13,266 -- - 0 13,266 Sales Date Book Page Amount No Sales Qualified VaGlmp r— - 1od Frontage Depth `Units Units Price Land Value 1 - $26,050.00 $26 Building Information Permits Pelrmit # Description TAgency Amount CO Date Permit Date 1 of 2 8/2/17, 3:28 PM 1,14 1 • 0 A DATE: EREBY NAME AND APPOINT: Daphne Clark, Gustav Botes, Jennifer White, KarenMcAdams, Alison Perrotti, Anthony Perrotti EACH AN AGENT OF: TAYLOR MORRISON TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO THE BUILDING DEPARTMENT OF: FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT LOT NUMBER : 300 SUBDIVISION: -N of jQOQ( ADDRESS: q73 4-ed' As-e, CCU ri-P PARCEL ID: iZ (1 q ^ 30-- 5-) 6 — 0000-- 3O O o AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY TO THIS APPOINTMENT. JOHN ASA WRIGHT NAME OF CONTRACTOR.) SIGNOURE OF CONTRACTOR. STATE CERT. # CBC 1257462 CONTRACTOR'S STATE REGISTRATION NUMBER.) The foregoing instrument was Cacknowledged before me this DATE: 6 — Z / 7 BY: JOHN ASA WRIGHT Who is personally known to me and did not take an oath. STATE OF FLORIDA COUNTY OF ORANGE. NAME: Kimberly Carter My Commission # FF229021 My Commission Expires 91712( NOTARY: NOTARY SEAL. CARTc, y61z, ber 7, REQUEST FOR. TUG & PR.EPOWER AGREEMENT Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name: I h 6 t4rO'K'C ' Project Address: Lf 7 3 e-e AZ - 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. rts,, Print Name of Owner/Terant gnature of Owner1 t. JURISDICTION EMPLOYEE NAME: JURISDICTION: Print Name of Gen. Co ctor gnature of Gen. C or to fiGl2 57 yd 2 Gen. Contractor License # Print Name of El. Contractor O 2- Signature of EI. Contractor EC0QCQEPy El. Contractor License # CALLED INTO: `o Progress Energy o Florida Power and Light on _/ / Rev. 4/20/07) REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 3 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: LM %Fr 2oS ELECTRICAL PERMIT , z Min Max Inspection Description W-1 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final ft 110ERMIT Pli, ..a''0 p'! 911 AZ A°4 q. Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHANi,CAL PERMITv , Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot300Thornbrooke4O'sAmesburyCGLN Builder Name: Taylor Morrison IED/Nc Street: Permit Office: S City, State, Zip: FL , SeQ.va%r-4 Permit Number: 2 3 9 3 FoRDOwner: SA Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2TME 1. New construction or existing New (From Plans) 9. Wall Types (1706.4 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1423.30 ft2 b. Frame - Wood, Adjacent R=13.0 283.11 ft2 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 (1589.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1589.00 ft2 6. Conditioned floor area above grade (ft2) 1589 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(289.1 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 317.8 a. U-Factor: Dbl, U=0.34 236.11 ft2 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 48.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 34.2 SEER:15.00 c. U-Factor: Dbl, U=0.34 5.00 ft2 SHGC: SHGC=0.28 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 32.8 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 3.421 ft. Area Weighted Average SHGC: 0.311 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1589.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1589.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 52.01 Glass/ Floor Area: 0.182 PASS Total Baseline Loads: 51.85 7J 1 hereby certify that the plans and specifications covered by Review of the plans and O 11JE 87,41p this calculation are in compliance with the Florida Energy specifications covered by this Code. - calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed t t7 DATE: 6/23L1-7 _ this building will be inspected for d compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida t tStStatutes. g Qt) withtheFloridaEnergyCode. wy, OWNER/ AGENT: --G-- DATE: --_- F- _ _7 BUILDING OFFICIAL: -- DATE: 1 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 in accordance with Section 803 of RESNET Standards, is not greater than 0.050 Qn for whole house. 6/ 23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot300Thornbrooke4O'sAmes Bedrooms: 3 User Conditioned Area: 1589 Total Stories: 1 1 Worst Case: No Taylor Morrison Rotate Angle: 0 Cross Ventilation: No 691500 Whole House Fan: No Single-family New (From Plans) Address Type: Street Address Lot # Block/SubDivision: PlatBook: Street: County: Seminole City, State, Zip: FL , CLIMATE V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Block1 1589 14777.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1589 14777.7 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 152.5 ft 0 1589 ft2 0.54 0 0.46 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Tested Tested Insul. Pitch deg) 1 Gable or Shed Composition shingles 1771 ft2 390 ft2 Medium 0.85 N 0.85 No 0 26.2 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1589 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1589 ft2 0.11 Wood 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To- Wall_T_ype Space R-ValueF-t-In--Et-In- Area R-V_alue Fraction__Absor__Grade% 1 N Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft2 0 0 0.6 0 2 E Exterior Concrete Block - Int Insul Main 4.1 49 6 9 4 462.0 ft2 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 4 W Exterior Concrete Block - Int Insul Main 4.1 62 0 9 4 578.7 ft2 0 0 0.6 0 5 Garage Frame - Wood Main 13 30 4 9 4 283.1 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Wood Main None 25 3 8 24 ft2 2 Wood Main None 25 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.28 5.0 ft2 6 ft 0 in 1 ft 6 in Drapes/blinds None 2 E 2 Vinyl Low-E Double Yes 0.34 0.31 6.9 ft2 1 ft 4 in 0 ft 8 in Drapes/blinds None 3 E 2 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 4 in 0 ft 8 in Drapes/blinds None 4 E 2 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 4 in 0 ft 8 in Drapes/blinds None 5 S 3 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 4 in 0 ft 8 in Drapes/blinds None 6 S 3 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 8 ft 0 in 0 ft 0 in Drapes/blinds None 7 S 3 Vinyl Low-E Double Yes 0.58 0.32 48.0 ft2 8 ft 0 in 0 ft 0 in Drapes/blinds None 8 W 4 Vinyl low-E Double Yes 0.34 0.31 78.1 ft2 1 ft 4 in 0 ft 8 in Drapes/blinds None 9 W 4 Vinyl Low-E Double Yes 0.34 0.31 28.0 ft2 1 ft 4 in 0 ft 8 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 403 ft2 403 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000295 1231.5 67.61 127.14 2157 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 32.8 kBtu/hr 1 sys#1 6/ 23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 34.2 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft' DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 317.8 ft Attic 79.45 ft Proposed Qn Garage cfm 79.5 cfm 0.05 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin j Jan Feb Mar A r Ma X JUI Aug Se Oct Nov Dec Heating fX Jan fX} Feb X Mar APr f May Jun f JulrjJun Au xlxl Sep Oct Nov Dec Ventin [[ Jan [ ]Feb X Mar A r [ Ma Jun [ Jul Aug Se Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.28 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A FL, New (From Plans) 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 1423.30 ft2 Single-family b. Frame - Wood, Adjacent R=13.0 283.11 ft2 1 c. N/A R= ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1589.00 ft2 1589 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 236.11Area ft2 a. Sup: Attic, Ret: Attic, AH: Garage 6 317.8 48.00 ft2 12. Cooling systems kBtu/hr Efficiency 5.00 ft2 a. Central Unit 34.2 SEER:15.00 99 3.421 ft. 0.311 Insulation Area R=0.0 1589.00 ft2 R= ft2 R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: ///Zl Date: Y.,g.-17 Address of New Home: q%) r-e-g Ass- Le,, _ City/FL Zip: Saep1hri-e/ d a'7I kBtu/hr Efficiency 32.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat tiQ JHES742, rtrrr : n `O 01) WV t k- 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. 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 L %1 Manual S Compliance Report Job: Date: Lot300Thornbrooke40's... 6/4/2014 1 NEUVIG- AIR CONDMONR10 Entire House By: BENTLEY DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison AMESBURY Design Conditions Outdoor design DB: 92.5°F Sensible gain: 28293 Btuh Entering coil DB: 77.8°F Outdoor design WB: 76.3°F Latent gain: 4443 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 32736 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SplitASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBA27UHE-036-230'++TDR Actual airflow: 1160 cfm Sensible capacity: 28727 Btuh 102% of load Latent capacity: 4712 Btuh 106% of load Total capacity: 33439 Btuh 102% of load SHR: 86% Heating Equipments alv Design• • • Outdoor design DB: 41.7°F Heat loss: 25075 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.1°F Manufacturer: Lennox Model: 14HPX-036-230-19+CBA27UHE-036-230"++TDR Actual airflow: 1160 cfm Output capacity: 32182 Btuh 128% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 7.3 kW 99% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Jun-23 14:07:12 wrightsoft, Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ACCa_.sburyCGLN\Lot300Thornbrooke4O'sAmesburyCGLN.rup Calc — MJ8 House faces: N Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W Btuh/ft-F ft-F/Btuh Btuh/ft2 Stu In BtuhN Btuh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 74 0.201 0 5.69 419 4.35 320 board int fnsh e 410 0.201 0 5.69 2332 4.35 1784 s 154 0.201 0 5.69 877 4.35 671 w 473 0.201 0 5.69 2690 4.35 2058 all 1111 0.201 0 5.69 6319 4.35 4834 Partitions 12C-Osw: Frm wall, r-13 cav ins, 112" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 213-2fv: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.28); 50% drapes, medium; 6 ft overhang (2.5 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1.33 ft overhang (3.2 ft window ht, 0.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1.33 ft s overhang (6.3 ft window ht, 0.67 ft sep.); 6.67 ft head ht w w all 213-2fv: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1.33 ft overhang (2 ft window ht, 0.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 8 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" s gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium, 8 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 265 0.091 13.0 2.58 683 1.44 382 5 0.340 0 9.62 48 10.1 51 7 0.340 0 9.62 67 27.6 192 39 0.340 0 9.62 374 29.0 1126 39 0.340 0 9.62 374 10.6 411 78 0.340 0 9.62 748 29.0 2252 28 0.340 0 9.62 268 29.0 806 183 0.340 0 9.62 1763 25.1 4595 6 0.340 0 9.62 58 26.0 156 39 0.340 0 9.62 374 10.6 411 48 0.580 0 16.4 788 14.9 717 Wrl htSOft' 2017-Jun-2314:07:12 C% g Right-Suile(5 Universal 2017 17.0.16 RSU24011 Page 1 sburyCGLN\Lot300Thornbrooke4O'sAmesburyCGLN.rup Calc = MJ8 House faces. N Doors 11 DO: Door, wd sc type Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth n 24 0.390 0 11.0 265 12.0 288 n 18 0.390 0 11.0 197 12.0 214 all 42 0.390 0 11.0 462 12.0 502 1592 0.032 30.0 0.91 1442 1.74 2764 153 0.989 0 28.0 4268 0 0 wri htsoft" 2017-Jun-23 14: age 2 Q Right-SuilelP Universal 2017 17.0 16 RSU24011 Page 2 tCCA...sburyCGLN\Lo1300Thornbrooke40'sAmesburyCGLN.rup Calc = MJ8 House faces: N DEL— IR Pro ect Summary Job: Lot300Th o rn broo ke40's t... 1 y Date: 6/4/2014 HEATING• AIR CONDITIONING Entire House By: BENTLEY DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison AMESBURY Notes: a. •:. r3r . ry "..,. e Desi n., Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 IF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 19191 Btuh Ducts 5884 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 25075 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1589 1589 Volume (ft3) 14864 14864 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 94 50 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-036-230-19 AH R I ref 10258589 Sensible Cooling Equipment Load Sizing Structure 19126 Btuh Ducts 9166 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 28293 Btuh Latent Cooling Equipment Load Sizing Structure 2558 Btuh Ducts 1885 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 4443 Btuh Equipment total load 32736 Btuh Req. total capacity at 0.75 SHR 3.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-036-230-19 Coil CBA27UHE-036-230'++TDR AH R I ref 10258589 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 25650 Btuh Heating output 32800 Btuh @ 47°F Latent cooling 8550 Btuh Temperature rise 26 OF Total cooling 34200 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.046 cfm/Btuh Air flow factor 0.041 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 35 IF Backup: Input = 7 kW, Output = 24786 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-23 14:07:12 W rightsoft' Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 1 ACCK...sburyCGLN\Lot300Thornbrooke4O'sAmesburyCGLN.rup Calc = MJ8 House faces: N 3e=DEL-AIR Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot300Thornbrooke40'sAme... Date: 6/4/2014 By: BENTLEY 1 Room name Entire House MASTER SUITE 2 Exposed wall 152.5 it 27.5 it 3 Room height 9.3 it 9.3 it heat/cool 4 Room dimensions 14.5 x 13.0 it 5 Room area 1593.2 ft2 168.5 ft2 Ty Construction number U-value Bluh/fl?°F) Or HTM Btuh/ft2) Area (ft2) or perimeter if I) Load Btuh) Area (ft2) or perimeter (I I) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V+/ 13A 2ocs 2B 2fv - ° 11 DO 0 201 0 340 0.390 n n ,^ n11.04 5.69 9.62 4.35 10 13 11 99 103 5 24 74 0 24 419 48 265 320 51 288 0 0 0 0 0 0 0; 0 11 13A,-2ocs 2A-2ov 2A-2ov 0.201 0.340 0.340 e e e 5.69 9.62 9.62 4.35 27.64 28.98 462 7 391 410 1 31 2332 67 374 1784 192 1126 121 0 0 121 0 0 690 0 0 528 0 0 13A-2ocs 0 201 1--w- 5R9_[_ 4.35 578 473 2690 2058 0 0 0 0 2A-2ov 0 340 w 9.62 28.98 78 5 748 2252 0 0 0 0 PA-2nv 0.340 w 9.62 28.98 28 2 268 806 0 0.__ 0 0 6 c) AED excursion 1 623 139 Envelope loss/gain 16271 15226 2553 1547 12 a) Infiltration 2921 951 527 171 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/other 1800 0 Subtotal (lines 6 to 13) 19191 191261 1 3079 1948 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19191 19126 3079 1948 15 Duct loads 31 % 48 % 5884 9166 31 % 48 % 944 934 Total room load 25075 28293 4024 2882 Air required (cim) 1 1160 1160 1 1186 118 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlght5oft' 2017-Jun-2314:07:12 ACCP Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 sburyCGLN\Lot300Thornbrooke40'sAmesburyCGLN.rup Calc = MJ8 House faces N DELiL-AIR Right-M Worksheet MOWNS Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot300Thornbrooke40'sAme... Date: 6/4/2014 By: BENTLEY 1 Room name FAMILY RM MASTER BATH 2 Exposed wall 29.5 it 10.0 it 3 Room height 9.3 it heat/cool 9.3 It heat/cool 4 Room dimensions 15.6 x 14.0 it 9.5 x 10.0 It 5 Room area 218.2 ft2 95.0 ft2 Ty Construction number U-value Stuh/f121F) Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (f12) or perimeter (ft) Load Btuh) Heat I Cool I Gross I N/P/S Heat I Cool i Gross I N/P/S Heat I Cool 6 13A 2ocs, 26 2fv 11.D0 n V/// 13A-2ocs 11 2A-2ov 2A-2ov 0.340 e 9.62 27 0.340 e 9.62 28. 0 0 0 OI 0 0 60I 190 13A-2ocs 0.201 w 5.69 4.35 131 111 633 484 0 0 0 0 2A-2ov 0.340 w 9.62 28.98 19 1 187 563 0 0 0 0 2A-2ov 0.340 w 9.62 28.98 0 0 0 0 0 0 0 0 P 12C Osw ;0 091 2.58 1 44 0r " 0 p , F . 0 . 0 0 1.1.fZ0 __:.-.-- 0.390 n 11..04 1J :99. 0. w 0. r 1AR-4nar n n32 n 91 1 74 217 217 197 377 95 95 86 165 T 6 c) AED excursion 1 212 10 Envelope loss/gain 3332 2590 924 723 12 a) Infiltration 565 184 192 62 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants C1 230 3 690 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 3897 3464 1115 785 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3897 3464 1115 785 15 Duct loads 31 % 48 % 1195 1660 31 % 48 % 342 376 Total room load 5092 5124 1457 1161 Air required (cfm) 236 210 67 48 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft': 2017-Jun-2314:07:12 AGGP Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 2 sburyCGLN\Lot300Thornbrooke4O'sAmesburyCGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot300ThornbrookeWsAme... Date: 6/4/2014 By: BENTLEY 1 Room name MASTER WIC BED 2 2 Exposed wall 0 It 10.5 it 3 Room height 9.3 It heat/cool 9.3 it heal/cool 4 Room dimensions 5.0 x 10.0 It 13.5 x 10.5 It 5 Room area 50.0 ft2 141.8 ft2 Ty Construction U-value Or HTM Area (It2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (fl) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 D. 13A 2ocs 2B-2fv 11 DO 0 201 0.340 0.390 n n n 5.69' 9 62 11.04I 4 35 10„13 0 s 9 0 0 0 0 0 0 0 0 0 p 0 0 Os 0 0 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 98 79 447 342 11 G 2A-2ov 0.340 e 9.62 27.64 0 0 0 0 0 0 0 0 F---G 2A-2ov 0.340 e 9.62 28.98 Of 01 0 01 19 1 187 563 13A-2ocs 2A-2ov 0.3401 w I 9.621 28.98 01 0l 01 01 6 c) AED excursion 7 84 Envelope loss/gain 45 80 1056 1235 12 a) Infiltration b) Room ventilation 0 0 0 0 201 0 65 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 45 80 1257 1300 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 31 % 48% 0 0 0 45 14 0 0 0 80 38 31 % 481% 0 0 0 1257 385 0 0 0 1300 623 Total room load Air required (cfm) 59 31 119 5 1 1642 76 1923 79 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig h tSoft' 2017-Jun-23 14:07:12 ACCA Righl-Suite@ Universal 2017 17.0.16 RSU24011 Page 3 sbury CGLN\ Lot 300Thornbrooke40'sAmesbury CGLN rup Calc = MJ8 House faces: N DEL-AIR Right-J® Worksheet M`°`"COM"°"`"° Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot300Thornbrooke40'sAnne... Date: 6/4/2014 By: BENTLEY 1 Room name BATH 2 BED 3 2 Exposed wall 5.5 it 10.5 it 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 13.5 x 5.5 It 13.5 x 10.5 it 5 Room area 74.3 ftz 141.8 ft2 Ty Construction number U-value Bluh/ft2 °F) Or HTM Btuh/ftz) Area (it2) or perimeter (ft) Load Btuh) Area (itz) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A 2ocs- 26 2fv e 11D0 _ 0 201 0 340 0.390 n: n n'_ 5 69 9.62 11.04_ 4.35 10.13 1.1.99 0 0 v 0 0 0 0__: i 0 0 0<_. 0 0 0_..: 0 0_ 0 0 0 4,Oe 0 0 M 0 A A' uA 11 13A-2ocs 2A-2ov 0.201 0.340 e e 5.69 9.62 4.35 27.64 51 0 45 0 258 0 197 0 98 0 79 0 447 0 342 0TE 2A-2ov 9R-Al 0.340 n 34n e e 9.62 9.62 28.98 26.01 1 0 6 0 1 0 581 0 1561 19 01 1 0 187 0 563 0 13A-2ocs 0.201 w 5.69 4.35 2A-2ov 0.340 w 9.62 28.98 2A-2ov 0.340 w 9.62 28.98 12C Osw; 0 091 2.58 1:44 11 DO - 0 390 n M9 1 -- n Q1 11::99 1 74iaa_Zn—i 6 c) AED excursion 1 8 70 Envelope loss/gain 537 474 1380 1403 12 a) Infiltration 105 34 201 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 642 508 1581 1468 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 642 508 1581 1468 15 Duct loads 31 % 48% 197 244 31 % 48% 485 704 Total room load 839 752 1 2066 2172 Air required (cfm) 39 31 1961 89 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WrlgFftSoft` 2017-Jun-2314:07:12 4GGf Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 4 sburyCGLN\Lot300Thornbrooke40'sAmesburyCGLN.rup Calc - MJ8 House faces: N EL --AIR Right-J® Worksheet HUTtlt -a'"`ONMOMING Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot300Thornbrooke40'sAme... Date: 6/4/2014 By: BENTLEY 1 Room name KITCHEN DINING/LIVING 2 Exposed wall 14.0 it 32.5 it 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 1.0 x 222.0 it 1.0 x 419.8 It 5 Room area 222.0 ft2 419.8 ft2 Ty Construction number U-value Btuh/ft20F) Or HTM Btuh/ftz) Area (W) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A 2ocs 2B 2fv, . 11 DO„ 0.201 0 340 0.390 n: n= n-t1,1.04.' 5.69 9:62 4.35 s 10.13 11.99 0 0 0 0 0 0 U 0 0 u ti 0, x y 0 4i 0 24 e 0- 24265' 1r1 0 yy 0 288 11 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0.340 e e e 5.69 9.62 9.62 4.35 27.64 28.98 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A 22oocs 10.20110.340 w 9.62 28.98 130 100 0 0 2581 194571 156111 1689 265 698c) AED excursion6 Envelope loss/gain 1445 19041 3608 4497 12 a) Infiltration 268 87 622 203 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 1200 0 Subtotal (lines 6 to 13) 1713 3191 4231 4930 Less external load 0 0 0 0 0, 01, Less transfer 0 0 0 0 0 0 14 Redistribution Subtotal 1713 3191 4231 4930 15 Duct loads 31 % 48 % 525 1529 31 % 48 % 1297 2363 Total room load 2239 4721 5528 7293 Air required (cfm) 104 194 256 299 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rights oft' 2017-Jun-23 14:07:12 Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 5 sbury CGLN\Lol300Thornbrooke4O'sAmesburyCGLN.rup Calc = MJ8 House faces: N irr)DEL-AIR Right-M Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot300Thorntorooke40'sAme... Date: 6/4/2014 By: BENTLEY 1 Room name UTILITY 2 Exposed wall 12.5 It 3 Room height 9.3 It heat/cool 4 Room dimensions 6.0 x 7.0 ft 5 Room area 42.0 ft2 Ty Construction U-value Or HTM Area Ift2) Load Area Load number (Btuh/f12 °F) (Btuh it2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat Cool 13A-2ocs 0201 5.69 4.35 0 0 0 0 G 2A-2ov 0.340 e e 9.62 27.64 0 0 0 0 2A 2ov 0.340 e 9.62 28.98 0 0 0 0LI—G 2B 2fv...__._ - 0 340 e 9_62 26.01 0 0 0 0 54 2A 20v I 0.3401 w I 9.62I 28.981 610I 610I 340I 260 61 c) AED excursion 119 Envelope loss/gain 1390 773 12 a) Infiltration 239 78 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 600 Subtotal ( lines 6 to 13) 1630 1451 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 1630 1451 15 Duct loads 1 31 % 48% 500 695 Total room load 2129 2147 Air required (cfm) 8 88 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed Fk wrightsc3ft- 2017-Jun-2314:07,12 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 6 s bury CGLN\Lot300Thornbrooke4O'sAmesbury CGLN. rup Calc = MJ8 House faces: N Q'DEL Duct System Summary HEATING m AM MINTIONING Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison AMESBURY Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.163 in/100ft Actual air flow 1160 cfm Total effective length (TEL) Job: Lot3lornbrooke40's... Date: 6/4/2014 By: BENTLEY Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.163 in/100ft 1160 cfm 147 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mat] Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 2 h 839 39 31 0.219 4.0 Ox 0 VIFx 24.6 85.0 SO BED 2 c 1923 76 79 0.217 6.0 Ox 0 VIFx 25.6 85.0 st1 BED 3 h 2066 96 89 0.300 6.0 Ox 0 VIFx 10.0 70.0 DINING/LIVING c 3646 128 149 0.226 7.0 Ox0 VIFx 21.0 85.0 SO DINING/LIVING-A c 3646 128 149 0.287 7.0 Ox 0 VIFx 13.7 70.0 FAMILY RM h 5092 236 210 0.165 9.0 Ox 0 VIFx 45.1 100.0 st2 KITCHEN c 4721 104 194 0.171 8.0 Ox0 VIFx 40.4 100.0 st2 MASTER BATH h 1457 67 48 0.165 5.0 Ox 0 VIFx 45.6 100.0 st2 MASTER SUITE h 4024 186 118 0.163 8.0 Ox 0 VIFx 47.2 100.0 st2 MASTER WIC c 119 3 5 0.171 4.0 Ox 0 VIFx 40.3 100.0 st2 UTILITY h 2129 99 88 0.298 6.0 Ox 0 VIFx 10.6 70.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st2 Peak AVF 595 574 0.163 557 14.0 0 x 0 VinlFlx st1 SO Peak AVF 838 833 0.163 600 16.0 0 x 0 VinlFlx 1 Wri htsOft` 2017-Jun-23 14: age 1CA9Right-SuilelE Universal 2017 17.0.16 RSU24011 Page 1 sburyCGLN\Lot300Thornbrooke4O'sAmesburyCGLN.rup Calc = MJ8 House faces: N Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx Wrl htsoft 2017-Jun-23 14: age 29Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCK... sbury CGLN\Lot300Thornbrooke40'sAmes buryCGLN.rup Calc = MJ8 House faces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot300Thornbrooke4O'sAmesburyCGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be airtight, 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 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 6/23/2017 2:33:59 PM Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot300Thornbrooke4O'sAmesburyCGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by Leakage Total Conditioned Floor Area) I Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot300Thornbrooke4O'sAmesburyCGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 1589 sq.ft. Cond. Volume: 14778 cu ft. Envelope Leakage Test Results Regression Data: n: Single or Multi Point Test Data HOUSE PRESSURE R: Leakage Characteristics CFM(50): FLOW: ELA: Eq LA: ACH: ACH(50): S LA: 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: OF -VHE ST,Z^ 1,6r) Wt 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential vvnole bUliding Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. 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, and 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. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. El R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory).,ll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (1YC) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. 0 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. 0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. 0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 6/23/2017 2:34 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 42X42 A/C SLA LANAIS BY BLDR MIN 2' FROM WALL PADJ. w:r wsoteP I 16.16 rag 16.16 rag A 14' S 4 MASTER SUITE FAMILY ROOM 1GGe]wd2 ge 12 wcd 33 z10lo 8• IIIA gl out 1 I ;: IL a umN Ox6 1 tl rwa.[w xnn"m>c H 500 KIT HE ae-r@ o 7'kltchen vent to roof cap 14.8 Iwcd i 195 s4 p „ rdJ md[ snr aut BRKMSf y 3" loathaIUCt . R. yBEDROOM2 46 ws to roof cap 10.6 Iwcd rwu S - W/fan so 61s61 Nutone 696RN DINING ROOM I0x10 r 12.6 Iwcd ye 84H2 r nFs 3 4' ' II Ii X It12x12 °g va ail 3.0 TON w/SKW 1241V 1PH 8' LIVING ROOM pl°tfprn dy 10x10 ra dCtl°r IBx13 plen tOx6 Iwcd 9 6' 1250 iwctl y"y° 1.6 BEDRB6M— 7• s M*as, gr 24 rag O wr- g rwd 4 Lc.=__J I mrit Nau drye ..it aa w18x6GARAGE 1 a r - r ENTRY wxet r'rLVM a S oarwrer __ L__J I eq uF awvr[mxt--.' oEJeU LM _vx ______ _mom mmfa I e aI j HATCHING LEGEND dII I I IJwLnrz uuL '0' I I I I I as soa uuer<ms i uv. r". ror us. Q LIVE GARAGENOTE TO BUILDER:NUST PROVIDE UNRESTRICTED NTRY LANAILANAILeto wL< 1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS peubA TOTAL SQ FT. Transfer ductsgrills sized In compliance with FloridaedrResidential Building Code-N1602.4 balanced return air. I, MAINFLOOR PLAN EXCEPTIONS 1-3 Most have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value. GAf q E 4 CC L h1 C ti s I II I S DAVIS BED: Q Q Q Z m Q n O O w w C\L W a CU (tJ Cc CL I.. L O C z 1, 0T CI LLJ V , -II o 0 III oaCD O OWo M z ( 1J LJ 1588, Q oI Q _J L uyy n aw N m LU .. > Z 5 Z O LU Qa o 5 a Of T "Imv)oo DESCRIPTION AS FURNISHED: Lot 300, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison.. of Florida, Inc. RECORD COPY LOT 295 N 00010' 44" W I 1 40.00' 1 18.13' 18.13' 24.80' LOT 300 1 1 16.0, 5.00' LANAI 5.00' 5.00, 30.0' 3.5X3.5' AC O O O PROPOSED RESIDENCE O OdMODEL: AMESBURY-C v Q) 0 n2 2 CAR GARAGE LEFT O LOT 301 CO CO LOT 299 8P 4.3' 5.7' N 5.00, ZONTN DATE $ ZZ I-1 PORCH 10.0, 5.00' Ok to construct single family home5.00' 20.0' 16'LL with setbacks and impervious area WALKP _ shown on plan. DRIVE 25.20' 25.20' ESMT 6 49.58' 0 5' CONC. WALK PC) 3' f- FLARES ON LOT AREA C:ALCLi_Ai;r)r_ CURB 8.B.)S 00010 44 E GARAGE: - .399 40.00' Ir:NI LANAI RED ROSE LANE BREEZEWAY -= N/A S;}. c; DRIVEWAY .= 403 S . ;. 50 R/W) TRACT I A/C PAD = 12 SO.Fi. WALKWAY = 53 SQ.I..I. UTILITY & ACCESS R/W IMPERVIOUS_ 55.0 2,641 OFF LOT AREA C.4LCUE l7rC:p!c. RAW = 440 2QOy U2e. APRON BUILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK ::: 20v ~i.F7. PROPOSED =FINISHED SPOT GRADE ELEVATION FRONT = 25'(NOT SlZfc'V%','Y9 r6TAL. ... ............................. vim•- = PROPOSED DRAINAGE FLOW SIDE = 5.0' PROPOSED INFORMATION SHOWN AREA = 5,240 LOT GRADING TYPE A SIDE CORNER = 10' BASED ON SUPPLIED PLAN AND/OR INSTRUCTIONS PER DRIVEWAY - SIDE"WALK 253 SOFT. PROPOSED F.F. PER PLANS = 25.0' CLIENT(NOT' I'IE'LD I SOD - 289 -0!7 Cl?U1` '2vr,'VE-r-E - S OTT ASSOC, INC, - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407) -277-3232 FAX 407) -658-14.36I, PLAT P.O.L. POINT ON LIME F =FIELD TYP. = TYPICAL NOTES: IP. _ IRON PIPE PR.C. • POINT DF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRAC77CE SET FORTH BY THE FLORIDA BOARD OF I.R. - IRON ROD P,C.C. POINT DF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER ST-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SEC77ON 472.027, FLORIDA STATUES CM. = COHCP.ETE MONUMENT RAD. RADIAL LR. REC IR. YIILB 459D N.R. NON -RADIAL 2. UNLESS EMDOSSED KTH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. r1 = POINTREC. . RECOVERED J. THIS SURVEY WAS PREPARED .FROM TITLE INFORAIA77ON FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS CAL CALCULWITNESATEDCLB. POINT OF BEGINNING CALL CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.CLC. = POINT OF COMMENCEMENT PRM •PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENTERLINE FF. • FINISHED FLOOR ELEVATION 8. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. HIM = NAIL t DISK B.S.L. • BUILDING SETBACK LINE D.N. •BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCA77ON OF IMPROVEMENTS HEREON SHOULD NOT. BE USED TO RECONSTRUCT BOUNDARY LINES. aSH - E[F,NT-OF-WAR ESMT, • EASEMENT B.B. •RASE BEARING 7• ,BEARINGS, ,ARE BASED ASSUMED DATUM AND ON THE LINE SNOWY AS BASE BEARING (B.B.) DRAIN, •DRAINAGE B. EL&VAMNS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTII.. ^ U7ILITY 9. CERTIFIrIVE OF AUTHORIZATION N N.. 4696. CLFC, CHAIN LINK FENCE WDFC. = WOOD FENCE C;D CONCRETE DLOCK SCALE — 1" m 20'— 1 DRAWN BY. '"" i'.C. • POINT DF CURVATURE P.T. POINT OF TANGENCY CERTIFIED BY: DATE ORDER No. DESC. DESCRIPTION R = RADIUS L, • ARC LENGTH I PLOT PLAN 06-26-17 2539-17 0 = DELTACHORD D. CHORD BEARING NORTH A THIS BUILDING/PROPERTY DOES. NOT UE WITHIN -- CGRUSENM'EYER, THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" 0 R.L.S. j 4714 ZONE- "X" MAP I 12117C 0055 F T, R.L.S IF 4801 RECORD COPY 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP 0JNVOING NEC CODE #D2 0) BUILDER TAYLOR MORRISON Sp,NF:09 FPAR HOUSE PLAN AMESBURY 1588 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 4764 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 32210 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 22210 VA x . 4 8884 VA TOTAL NET GENERAL LOAD 18884 VA 3 TON HEAT PUMP #1 22.1 AMP X 240 VA = 5304 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 8 KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 18884 VA NET TOTAL HEAT 10504 VA TOTAL LOAD 29388 VA CALCULATED LOAD FOR SERVICE 29388 VA 1240 V= 122.45 AMP ISO AMP SERVICE Lumber design values ---are in accordance with ANSI/TPI 1 section 6.3mmsThesetrussdesignsrelyonlumbervaluesestablishedbyothers. RECORD COPYMiTek RE: TB0300 - MiTek USA, Inc. Site Information: Tamp Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0300 Model: Amesbury Lot/Block: 300 Subdivision: Thornbrooke 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: 139 mph Roof Load: 45.0 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 T11515112 C1 7/5/17 18 T11515129 T09 7/5/17 12 1 T11515113 ( C3 1 7/5/17 119 I T11515130 I T10 7/5/171 13 1 T11515114 1 C5 1 7/5/17 120 T11515131 T11 1 7/5/17 14 1 T115151151 E5 1 7/5/17 121 I T11515132 I T15 1 7/5/17 15 1 T11515116 1 E6 1 7/5/17 122 I T11515133 I T16 1 7/5/17 16 1 T11515117 1 E6A 1 7/5/17 123 T11515134 T17 1 7/5/17 17 T11515118 1 H5 7/5/17 124 I T11515135 I T18 1 7/5/17 18 1 T11515119 1 H6 1 7/5/17 125 1 T11515136 1 VO4 7/5/17 19 1 T11515120 1 TO 1 7/5/17 126 1 T1 1515137 1 V06 7/5/17 110 I T11515121 I T01 AC 1 7/5/17 1 11 I T11515122 I T02 1 7/5/17 112 T11515123 T03 7/ 5/17 113 1 T11515124 1 T04 1 7/5/17 114 I T11515125 I T05 1 7/5/17 115 1 T11515126 1 T06 1 7/5/17 116 I T11515127 I T07 1 7/5/17 117 1 T11515128 1 T08 1 7/5/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Magid, Michael 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. gUllO,y SgNFORD Al 1 7 w 2393 J11 a 111,111 G PEL S.. MqQ,%. E•N SF•'•Q' No 53681 ST TE OF :•4 i Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,201. 7 Magid, Michael 1 of 1 Truss Truss Type city PlyT11515112JobO300C1Jack -Open 12 1 Job Reference (optional) i..e AM.. Jul! 03 09:51 :0! 9M 7 Para i Builders FirstSource, Tampa, Plant Giiy, Florida 33566 N, ,o cv .., ........ I D:ItSO4vLfwhHT9941`1 VUOLQz_9bD-8DVcvkGFOFF4dMy6CZKo4JKU9_85RD?W iU67C3z?qAo 1-4-0 1-0-0 1-0-0 Scale = 1:T8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 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 r1/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 6 lb 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-42/Mechanical, 2=214/0-8-0, 4=9/Mechanical Max Horz2=38(LC 12) Max Upllft3= 42(LC 1), 2= 61(LC 12) Max Grav3=26(LC 8), 2=214(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; 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 tail 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 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." e 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 MITekOO connectors. This design is based only upon pararneiers shown, and is for an individual Wilding component, not a tnuss system. Before use, the building designer must verify file applicability of design parameters and properly incorporate this design into the overall 1, building design. Bracing indicated is to prevent buckling of Individual truss wet.) and/or chord members only. Additional temporay and permanent bracing MiTe k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatkm, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available trorn Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job u! Truss Truss Type Qty Ply T11515113 TBO300 C3 Jack -Open 12 1 Job Referenc 1,.nal nit..., 02 09 51:0? 2nn Danc Builders FirstSource, Tampa, Plant city, Honda 33sa6 G P, ..._.. __. __ ____ .._ _ __ .. I D: its04v LfwhHT994F1 VUOLQz_9bD-dP3_64Ht9ZNxFVXI mGs 1 cXteKOSN Ag Ffx8shkV z?qAn 1.4.0 3-0-0 Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(L.L) 0.00 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Verl(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 FB02014fTP12007 Matrix) Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=271/0-8-0, 4=26/Mechanical Max Horz 2=73(LC 12) Max Uplift3=-40(LC 12), 2=-58(LC 12) Max Grav3=54(LC 1), 2=271(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; 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) 3, 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." 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 MiTekOO connectors. ibis design is based only upon parameters shown, and is for an individual buildinq component, not - - a truss system. Before use, the building designer must verify the applicability of design para'neiers and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss will:, and/or chord merntxxs only. Additional temporary and permanent bracing MiTek` is always required for stabllity and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. bee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T115151111 T60300 CS Jack -Open 12 r 1 Job Referen(optjona l) Builders FirslSource. Tampa, Plant City, Florida 33566 r--. P, is -1°6— """' •' " ' " " I D: itsO4v LfwhHT994F1 V U OLQz_9bD-dP3_64Ht9ZNxFVX I mGs 1 cXtdsOP UAg FfxBshkVz?qAn 1-4-0 5-0-0 1-4-0 5-0-0 Scale = 1:17.8 5-0-0 5-0-0 Plate Offsets (X Y)-- 2'0-2-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0-00 3 n/a n/a. BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 18 lb 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=140/Mechanical, 2=345/0-8-0, 4=46/Mechanical Max Horz 2=1 1 O(LC 12) Max Uplift3= 83(LC 12), 2=-62(LC 12) Max Grav3=140(LC 1), 2=345(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-4-0 to 2-10-15, Exterior(2) 2-10-15 to 4-11-4 zone; 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 ivvide 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 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI7-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MI1ekO connectors. This design is based only upon parameters shown. and Islet an individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design F',arameters and prop ei ly incorporate this design into file overall only. Additional temporary and permanent bracing MiTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members 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/TPtI Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply T11515115 TB 3300 E5 Jack -Open 2 1 Job Reference o tionalJ Builders FirstSource. Tampa, Plant City, Florida 33566 i.e4u s Apr iv 201 o mr r ek inousrnes, me o e rage 1 I D: its 04vLfwhHT994F 1 V U OLQz_9bD-dP3_64Ht9ZNxFVXI mGs 1 cXtdpOP MAf7fx8shkVz?qAn 1-4-0 _ 5-4-0 1-4-0 5-4-0 2x4 11 4 Scale = 1:20.8 5-4-0 5-4-0 Plate Offsets (X Y)-- f2.0-2-0 Edqe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Ven(TL) -0.07 2-5 >788 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.07 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc puffins. 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) 2=347/0-8-0, 5=213/0-8-0 Max Horz2=116(LC 12) Max Uplift2=-59(LC 12), 5=-71(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) -1-4-0 to 2-10-15, Exterior(2) 2-10-15 to 5-4-0 zone; 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 fora 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) "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 - 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 MifekrD 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 I'ararneteis and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual h'uss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal inluly and pi openly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tntsse.s 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 T11515176 TBO300 E6 Jack -Open 12 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-4-0 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 03 09:51:09 2017 Page 1 ID:itsO4vLfwhHT994F1 VUOLQz_9bD-5bdMKQHWwsVotf6UJ_NG9kQkmojZv7Vp9obEGxz?qAm Scale = 1:20.2 Plate Offsets (X Y)-- 12 0-2-0 Eddel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.15 2-4 >455 180 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: 21lb 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=179/Mechanical, 2=386/0-8-0, 4=56/Mechanical Max Horz 2=1 28(LC 12) Max Uplift3= 104(LC 12), 2=-65(LC 12) Max Grav3=179(LC 1), 2=386(LC 1), 4=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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.opst; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-4-0 to 2-10-15, Exterior(2) 2-10-15 to 5-11-4 zone; 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) 2 except Qt=lb) 3=104. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MlTek6 connectors. This design Is teased only upon parameters shown, and is for an individual building component, not - a iniss system. Before use, the building designer must verify the applicability of design parameters and properly incolporaie this design into the overall building design. Bracing indicated is to prevent Lxickling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tiuss 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 city Ply Tttstst n TB0300 E6A Jack -Open Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 03 09:51:09 2017 Page 1 I D:itsO4vLfwhHT994F1 V UO LQz_9bD-5bdMKQH W W SVotf6UJ_NGg kQj Noitv7gp9obEGxz?qAm 3-1-9 6-0-0 3-1-9 2-10-7 2x4 11 2 3 3x4 = 4 2x4 11 Scale = 1:22.3 6-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.07 1-5 >987 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.21 1-5 >319 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 28lb 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 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1096/0-8-0, 5=1175/Mechanical Max Horz 1=107(LC 8) Max Upliftl=-139(LC 8), 5=-207(LC 8) Max Grav 1 =1 1 32(LC 15), 5=1216(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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) except Qt=lb) 1=139, 5=207. 6) Girder carries tie-in span(s): 16-0-0 from 0-0-0 to 6-0-0 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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: 1-2=-70, 2-3=-30, 1-4=-332(F=-312) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MITekq connectors. This design Is tbased only upon paramelers shown, and is for an individual building component, not - a huss syslern. Before use, the building designer must verify the applicability of design paiatreters and properly incoirxxale this design into the overall building design. Bracing indicated is to prevent trickling of individual huss web and/or chord members only. Additional temporary and permaneni txacing 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 huss systerns, 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 T11515118 TBO300 H5 Roof Special Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1-10-10 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 03 09:51:10 2017 Page 1 I D: itsO4v LfwhHT994F1 VU OLQz_9bD-ZoBkXm 18hAdfUphhthuVhyytaC 1 veZlyOSLnoOz?qAl 6-11-6 7-5-0 , 6-11-6 0-5-11 , 2x4 11 3 4 Scale = 1:21.1 6-11-6 b-5-11 Plate Offsets (X Y)-- 12:0-0-2 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.08 2-5 >971 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.23 2-5 >349 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 n/a n/a. BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 29 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) 2=345/0-11-5, 5=389/0-10-9 Max Horz2=123(LC 4) Max Uplift2=-120(LC 4), 5=-116(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-5=-305/144 NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.6o 2) This truss has been designed fora 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=120, 5=116. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70 Trapezoidal Loads (plf) Vert: 6=0(F=35, B=35)-to-4=-130(F=-30, B=-30), 2=-2(F=9, B=9)-to-5=-35(F=-7, B=-7) WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 1010312016 BEFORE USE. Design valid for use only with MI1ek® 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 incolporale this design info 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 will) possit-Ae personal injury and property damage. For general guidance rega'ding 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 Streel, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply T11515119FobH6DiagonalHipGirder51 Job Reference (optional) oa e 1 Builders FirstSource, Tampa, Plant Grly, Florida 33566 1-10-10 I D:ItSO4VLfwhHT994Ft VUOLQz_9bD-ZoBkXmIShAdfUphhthuVhyyzCCx_eYWyOSLnoOz?qAI 5-8-4 8-5-13 _ 1-2-6 2-9-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.17 2-6 561 240 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) 0,51 2-6 191 180 BCLL 0.0 Rep Stress Incr NO WB O.08 HOrz(T'L) 0.01 5 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.2 REACTIONS. (lb/size) 4=147/Mechanical, 2=432/0-11-5, 5=358/Mechanical Max Horz2=152(LC 4) Max Uplift4= 82(LC 4), 2=-132(LC 4), 5= 63(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-390/64 BOT CHORD 2-6=-155/343 WEBS 3-6=-439/198 Scale = 1:19.8 PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 Toads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=132. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7=-70 Trapezoidal Loads (plf) Vert: 7=0(F=35, B=35)-to-4=-148(F=-39, B=-39), 2=-2(F=9, B=9)-to-5=-42(F=-11, B=-11) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. _ s Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before Use, file building designer must vedfy the applicability of design fxlrameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord mernbels only. Additional temporary and permanent bracing MiTek' Is always required for stability and to pievenl collapse with possitAe personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of h'usses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Insti lute. 218 N. Lee Street, Suite 312, Alexandria VA 22314, Job Truss Truss Type Qty Ply Tr1s1s12o T60300 T01 Common 16 1 Job Reference ( optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries. Inc. Mon Jul 03 09:51:11 2017 Page 1 1 D: its04vLfwhHT994Fl VUOLQz_9bD-1 _1615J mSU IW 6zGtRO P kE9V2dcJ7Ny75d54LLgz?qAk 1-4- D 7-9-5 15-0-0 22-2-11 30-0-0 31-4-0 , 1-4- 0 7-2-11 7-2-11 7-9-5 I Scale = 1: 53.7 4x6 = 3x6 = ozo — 3x4 = 4x6 = 3x4 = 10-2- 3 19-9-13 LOADING (psf) SPACING- 2-0-0 TCLL 20. 0 Plate Grip DOL 1.25 TCDL 15. 0 Lumber DOL 1.25 BCLL OD Rep Stress Incr YES BCDL 10. 0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=1437/0-8-0, 8=1437/0-8-0 Max Horz 2=-11 O(LC 17) Max Uplift2= 250(LC 12), 8=-250(LC 13) CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0. 82 Vert(LL)-0.3410-12 >999 240 MT20 244/190 BC 0. 78 Vert(TL) -0.63 8-10 >557 180 W B 0.31 Horz(TL) 0.09 8 n/a. n/a Matrix) Weight: 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-9-10 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2318/651, 3-13= 2216/676, 3-4=-2028/645, 4-14= 1901/658, 5-14=-1895/669, 5-15=- 1895/669, 6-15=-1901/658, 6-7=-2028/645, 7-16=-2216/676, 8-16=-2318/651 BOT CHORD 2-12=-468/1967, 12-17= 207/1307, 11-17=-207/1307, 11-18= 207/1307, 10-18=-207/1307, 8-10=- 492/1967 WEBS 5- 10=-205/770, 7-10= 494/316, 5-12= 205l770, 3-12=-494/316 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = 1 o.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=250, 8=250. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. s Design valid Tor use only with MITek0 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 paroi neleis and properly incorporate this design into the overall building design. Bracing indicated Is to prevent I.xickling of individual truss web and/or chord memt:,ers only. Additional lei twrary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANS17TP11 QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11515121 TBO300 T01AC Common 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 Mi I ek Industries, Inc. Mon Jul 03 09:to :12 2017 Page 1 ID:itsO4vLfwhHT994F1 VUOLQz_9bD-VAIVyRKODntMk7r3?6w_nN2B_?e26ODFriqutGz?qAj 1-4-0 7-9-5 15-0-0 22-2-11 30-0-0 31-4-0 1-4-0 7-9-5 7-2-11 7-2-11 7-9-5 Scale = 1:53.7 4x6 = 3x6 = °xo — 3x4 = 4x6 = 3x4 = 10-2-3 19-9-13 30-0-0 10-2-3 9-7-9 10-2-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 VerI LL) -0.34 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.61 8-10 >578 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 HOIz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/1-P12007 Matrix) Weight: 137lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1512/0-8-0, 8=1512/0-8-0 Max Harz 2= 11O(LC 17) Max Uplift2=-265(LC 12), 8= 265(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2486/727, 3-13=-2387/752, 3-4=-2194/720, 4-14=-20617733, 14-15=-2060/733, 5-15=-1997/729, 5-16=-1997/729, 16-17=-2060/733, 6-17=-2061/733, 6-7-2194/720, 7-18=-23877752, 8-18= 2486/727 BOT CHORD 2-12=-536/2118, 12-19=-268/1441, 11-19= 268/1441, 11-20=-268/1441I 10-20=-268/1441, 8-10=-560/2118 WEBS 5-10=-212/784, 7-10=-511/323, 5-12=-212/784, 3-12=-511/323 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 1 B-0-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=265, 8=265. 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) 75 lb down and 34 lb up at 13-0-0, and 75 Ito down and 34 lb up at 17-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5= 70, 5-9=-70, 2-8— 20 Concentrated Loads (lb) Vert: 15=-75 16=-75 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10I0W01S BEFORE USE. _ Design valid for use only with Mffekn connectors. This design is based only upon parameters shown, and is for an individual txullding component, not - a in system. Before use, the building designer must verify the applicablity of design Ixn alleters 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 ientlwraryand 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, dellvery, erection and tracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11515122 TBO300 T02 Common 1 1 Job Reference o tional Builders FirslSource. Tampa, Plant City, Florida 33566 I.64U s Apr 19 zui b Mi r ea inausmes. inc Mon dw ue uaa r: r c 2017 ray& i ID:itsO4vLfwhHT994F1 VUOLQz_9bD-zNstAnLO_5?DLHQGYPRDJaaPxP?ersB04PZSPjz?qAi 1-4-0 7-9-5 15-0-0 22-2-11 30-0-0 31-4-0 1-4-0 7-9-5 7-2-11 7-2-11 7-9-5 1-4-0 Scale = 1:56.7 10 3x6 // 3x6 3x6 \\ 7 3x6 11 4 5 6 3x6 = Jxb — 3x4 = 4x6 = 3x4 = 10-2-3 19-9-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.35 11-13 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.65 2-13 543 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1437/0-8-0, 9=1437/0-8-0 PLATES GRIP MT20 244/190 Weight: 136 Ito FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. Max Herz 2=-1 04(LC 17) Max Uplift2=-244(LC 12), 9=-244(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14= 2317l718, 3-14=-2217/742, 3-15=-2013/690, 4-15_ 1899/712, 7-16=-1899/712, 8-16=-2013/690, 8-17= 2217/742, 9-17=-2317/718, 4-5=-1703/710, 5-6=-1326/601, 6-7=-1703/710 BOT CHORD 2-13=-540/1967, 13-18=-253/1326, 12-18=-253/1326, 12-19=-253/1326, 11-19=-253/1326, 9-11=-553/1967 WEBS 6-11=-196/726, 8-11=-464/321, 5-13=-196/726, 3-13=-464/321 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 14-0-0, Exterior(2) 14-0-0 to 16-0-0, Interior(1) 20-2-15 to 31-4-0 zone; 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, 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=244, 9=244. 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." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MlTekN) connectors. This design is based only upon parameters shown, and is for an individual building component, not - a to tss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ihls design into the overall building design. Bracing indlcated 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 available from Truss Plate Institute. 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11515123 T60300 T03 Hip 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-4-0 ' 7-9-2 12-12 15-0-0 4-2-"T 3-0-0 10x16 MT20HS 5.90 12 4 14 7.640 s Apr 19 2016 MI I eK Inc1us1nes, Inc. Mon Jul 03 Vy:b1:13 2a11 Page 1 I D: itsO4v LfwhHT994F1 VU OLQz_9bD-zNstAnLO_5? DLHQGYpR DJaaMdP_brtvO4PZSPjz?qAi 8-0-0 1 22-2-14 1 30-0-0 31-4-0 3-0-0 4-2-14 1 7-9-2 1-4-0 ' 15 10xi6 MT20HS 16 Scale = 1.55.5 3X6 = 3Xb — 3x4 = 4x6 = 3x4 = 10-2-3 19-9-13 Plate Offsets (X Y)-- j3 0-4-0 0-3-01 (4:1-1-8 0-2-91 (5:1-1-8 0-2-91 (6:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.55 7-9 641 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) 0.92 7-9 384 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.23 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 129lb FT=20% LUIUIBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1437/0-8-0, 7=1437/0-8-0 Max Horz2= 90(LC 13) Max Uplift2=-231(LC 12), 7=-231(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-2302l745, 3-12— 2197/770, 3-13=-2030/716, 4-13=-2022/731, 4-14=-1584/664, 14-15= 1584/664, 5-15=-1584/664, 5-16=-2022/731, 6-16=-2030/716, 6-17=-2197/770, 7-17=-2302/745 BOT CHORD 2-11=-561/1949, 11-18=-357/1584, 10-18= 357/1584, 10-19=-357/1584, 9-19= 357/1584, 7-9=-574/1949 WEBS 4-11 =-1 32/620, 3-11=-444/296, 5-9=-1321620, 6-9=444/296 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interjor(1) 1-8-0 to 12-0-0, Exterior(2) 12-0-0 to 22-2-15, Interior(1) 22-2-15 to 31-4-0 zone; 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 = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=231, 7=231. 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- 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 MITek0) 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 parameiers and properly irlcorporaie this design into the overall buckling Individual truss and/or chord members only. Additional temporary and permanent bracing MiTe * building design. Bracing indicated Is to prevent of web is always required for stability and to prevent collapse with rx>ssible 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/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 city Ply T11515124 TB0300 T04 Hip 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1,640 s Apr to 2016 Mi ek inaustnes, Inc. mon dm os ova a4 2017 rage r ID:its04vLfwhHT994F1VU0LQz_9bD-RZQFN7LeIP74zQ?S6XySso7eupLDaIQYJ3J?x9z?qAh 1-4-0 5-10-0 10-0-0 1 15-0-0 1 20-0-0 24-2-0 30-0-0 31-4-0 1-4-0 5-10-0 4-2-0 5-0-0 5-0-0 4-2-0 5-10-0 1-4-0 4x6 — 3x4 = 4x6 = 4 14 5 15 6 3x6 = 3x6 = 3x8 = 10-0-0 1 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 Rep Stress Incr YES W B 0.34 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 3x8 = DEF'L. in (loc) I/detl Ud Vert(LL) -0.19 2-12 >999 240 Vert(TL) -0.55 2-12 >639 180 Horz(TL) 0.11 8 n/a n/a Scale = 1:54.6 3x6 = PLATES GRIP MT20 244/190 Weight: 146 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-3 oc bracing. REACTIONS. (lb/size) 2=1437/0-8-0, 8=1437/0-8-0 Max Horz2=76(LC 16) Max Uplift2=-216(LC 12), 8=-216(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2361/816, 3-13=-2284/835, 3-4=-2020/721, 4-14=-1759/701, 5-14= 1759/701, 5-15=1759/7011 6-15= 1759/701, 6-7=-2020/721, 7-16=-2284/835, 8-16=-2361/816 BOT CHORD 2-12=-634/2018, 11-12=-525/1950, 10-11— 525/1950, 8-10= 647/2018 WEBS 3-12=-333/256, 4-12=-133/578, 5-12=-366/186, 5-10=-366/186, 6-1 0=-1 33/578, 7-10=-333/256 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-0-0, Exterior(2) 10-0-0 to 24-3-12, Interior(1) 24-3-12 to 31-4-0 zone; 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 Ot=lb) 2=216, 8=216- 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual Mtllding component, not - a buss system. Before use, the building designer must verity the applicaNtly of design parameters and properly incoiporate this design into the over nll building design. Bracing indicated is to prevent hackling 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 T11515125 TBO300 T05 Hip Q P, y JobRefer,ence optional) Builders FIrSISOUM8. Tampa, Plant Gay, Florida 33566 1-4-0 ' 8-0-0 iovC, s npi is wio Wh i—awu,i-,. m— u: .agG I D:its04vLfwhHT994F1 VUOLQz_9bD-vl_daTMGW iFxbaaegEUhO?fk2DgVJmRhYj2YUbz?qAg 15-0-0 22-0-0 7-0-0 5x8 = 2x4 5x8 = 3 14 4 15 5 3x6 = 3x4 = 22x4x4 15-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0-79 TCDL 15.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 Rep Stress Incr YES W B 0.29 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP M 31 *Except* 3-5: 2x4 SP No-2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1437/0-8-0, 6=1437/0-8-0 Max Horz2=-63(LC 17) Max Uplift2=-199(LC 12), 6=-199(LC 13) 3x8 = 22-0-0 DEFL. in (loc) I/deft Ud Vert(LL) -0.12 9 >999 240 Vert(TL) -0.38 2-11 >930 180 Horz(TL) 0.12 6 n/a n/a 8-0-0 ' 1-4-0 Scale = 1:54.6 PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown - TOP CHORD 2-12=-23021731, 12-13=-2191l742, 3-13=-2178/758, 3-14= 2490/924, 4-14=-2489/924, 4-15=-2489/924, 5-15=-2490/924, 5-16=-2178/758, 16-17=-2191/742, 6-17=-2302/731 BOT CHORD 2-11= 529/1933, 10-11=-527/1940, 9-10= 527/1940, 8-9=-538/1940, 6-8= 540/1933 WEBS 3-11=0/332, 3-9=-248/742, 4-9=-535/291, 5-9=-248/742, 5-8=0/332 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-0-0, Exterior(2) 8-0-0 to 26-2-15, Interior(1) 26-2-15 to 31-4-0 zone; 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=199, 6=199. 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." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only wlih MiTek6 connectors. This design Is based only upon parar neters shown, and Is for an Individual building component, not a truss syslenl. 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 lernporaiy and permanent bracing MITek` is always requlred for stability and to prevent collapse with Ix)ssible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI7TPl 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 JobTBO Truss ype Qty Ply Tr 7HipGirder 1 1 J.bRef.1.11..(.onal T75126 Builders FirstSource, Tampa, Plant Cry, Florida 33566 7.640 s APT 19 2016 MiTek Industries, Inc. Mon Jul 03 09:51:16 2017 Page 1 ID:itsO4vLfwhHT994F1VUOLQz_9bD-OyY?opNvHONoCkBrEy?WXDCuVd?026SrmNo601z?qAf 1-4-0 3-3-5 6-0-0 12-0-9 17-11-7 24-0-0 26-8-it 30-0-0 31-4-0 1-4-0 3-3-5 2-8-11 6-0-9 6-10-13 6-0-9 2-8-11 3-3-5 1-4-0 7x10 5.90 12 3x6 = 4x6 = 3x4 = 7x10 = 5x8 = ' v 15 12 4x6 = 6x8 - 8x14 MT20HS W B = 2x4 11 5x8 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 6-0-0 12-0-9 17-11-7 24-0-0 3U-u-u 6-0-0 6-0-9 I 5-10-13 6-0-9 Plate Offsets (X Y)-- 2 0-1-12 Edge1 j3:0-1-10 Edgej (7`0-3-8 0-3-8j j8:0-9-13 0-1-91 (11 0-3-8 0-2-8j j13:0-3-8 0-3-121 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.32 11-13 >999 240 MT20 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Ved(TL) 0.8811-13 >399 180 MT20HS BCLL 0.0 * Rep Stress Incr NO WB 0.75 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 180lb LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 3-5,5-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-4 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 4-14 WEBS 2x4 SP No.3 *Except* 4-14,6-13,7-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2739/0-8-0, 8=2217/0-8-0 Max Horz 2=-50(LC 9) Max Uplift2=-565(LC 5), 8= 425(LC 4) Max Grav2=2753(LC 18), 8=2217(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5485/1150, 3-4=-4917/1068, 4-5= 7864/1722, 5-6=-7864/1722, 6-7=-6752/1471, 7-8=-4170/853 BOT CHORD 2-14=-992/4878, 13-14=-1663/7926, 13-15=-1394/6802, 12-15=-1394/6802, 11 -1 2=-1 394/6802, 10-11=-694/3639, 8-10=-697/3635 WEBS 3-14=-313/1980, 4-14=-3310/789, 4-13=0/731, 6-13=-299/1248, 6-11=-923/315, 7-11=-823/3531 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=565, 8=425. 8) Girder carries hip end with 16-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1376 lb down and 255 lb up at 14-0-0, and 516 lb down and 96 lb up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "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." Continued on WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MI1-7473 rev. 1010312016 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 Iruss system. Before use, the building designer must verify the applicability of design parameters and prolxady incoipoiate this design into rite overall building design. Bracing indicated is to prevent txrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and iniss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Scale = 1:54.6 JX0 — GRIP 244/190 187/143 FT = 20% MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11515126 TBO300 T06 Hip Girder 1 1 Job Reference(o tional builders r-irstsource, Tampa, riam uny, rionaa as000 ID:itsO4vLfwhHT994F1VUOLQz_9bD-OyY?opNvHONoCk8rEy?wxDCuVd?026SrmNo601z?qAf LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-128(F=-58), 5-7=-70, 7-9=-70, 2-14=-20, 14-15= 37(F=-17), 8-15=-20 Concentrated Loads (Ib) Vert: 14=-405(F) 15=-1080(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIi-7473 rev. 10/0 12015 BEFORE USE. Design valid for use only with MiTek0) connectors. This design is based only upon parameters shown, and is for an Individual building component, not - o truss system. Before use, the building designer must verify the alAAcobility of design fxtramelers and properly incorporate this design into tl'te overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memt-ers only. Additional temporary and permanent bractrlg MiTek" Is always required for stability and to prevent collapse with posslble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seoANSi/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 T11516127 TB0300 T07 Hip 1 1 Job Reference (optional) Builders FRStSOUTCe. Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 03 09:51:17 2017 Page 1 ID:itsO4vLfwhHT994F1 VU0LQz_9bD-s860?90X2KVfquj1 nfW9UQ1360MXnfH_?l XfYUz?qAe 15-3-8 1-4-0 7-9-5 + 14-8-8 15rq-0 22-2-11 30-0-0 31-4-0 1-4-0 7-9-5 6-11-3 0-3-3 6-11-3 7-9-5 1-4-0 0-3-8 Scale = 1:55.5 4x6 = 3x6 = sxo — 3x4 = 4x6 = 3x4 — 10-2-3 19-9-13 30-0-0 10-2-3 9-7-9 10-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.34 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.63 8-10 >557 180 BOLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.09 8 n/a n/a. BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 137lb FT=20% LLIMBER- 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 8-7-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1437/0-8-0, 8=1437/0-8-0 Max Horz 2=1 1 O(LC 12) Max Uplift2= 250(LC 12), 8=-250(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2318/679, 3-13=-2216/704, 3-4=-2028/671, 4-14=-1933/679, 5-14=-1901/695, 5-15=-1901/695, 6-15=-1933/679, 6-7=-2028/671, 7-16=-2216/704, 8-16= 2318/679 BOT CHORD 2-12= 504/1967, 12-17=-218/1307, 11-17=-218/1307, 11-18=-218/1307, 10-18=-218/1307, 8-10=-518/1967 WEBS 5-12= 219/770, 3-12= 494/331, 5-10= 219/770, 7-10= 494/331 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf, h=151t; Cat. It, Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 19-2-15 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=250, 8=250. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. v Design valid for use only with MITek1? connectors. This design Is based only upon parameters shown. and is for an individual Lxtilding component, not a trrss system. Before use, the !wilding designer must verify the applicability of design parameters and properly Incolporaie this design into the overall truss d members only. Additional temporary and permanent bracing MiTek` building design. Bracing indicated is to prevent buckling of individual web and/or.choi is always required for stabilily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the truss Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and systems, seeANSI1TP11 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Wexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11515128 TBO300 T08 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 ViTGk m u— Leo, mc. Mon Ju; UU : .ga ID:its04vLtwhHT994F1 VUOLQz_9bD-s86O?90X2KVfquj 1 nfW 9UQI3?OMLnhe_?1 XfYUz?qAe 1-4-0 7-9-5 12-8-8 15-0-0 17-3-8 22-2-11 30-0-0 31-4-0 1-4-0 7-9-5 4-11-3 2-3-8 2-3-8 4-11-3 7-9-5 1-4-0 5.90 12 5x6 i 4 14 Sx6 515 Scale = 1:55.5 3x6 = oxo — 3x4 = 4x6 = 3x4 = Plate Offsets (X Y)-- 13:0-4-0 0-3-0] (4 0-3-8 0-2-91 (5 0-3-8 0-2-91 (6 0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.43 2-11 811 240 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Veri(TL) 0.80 2-11 440 180 BCLL 0.0 Rep Stress Incr YES W B 0.25 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 131 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. REACTIONS. (lb/size) 2=1437/0-8-0, 7=1437/0-8-0 Max Horz2= 95(LC 17) Max Uplift2=-236(LC 12), 7=-236(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-2310/742, 3-12=-2207/767, 3-13=-2016/715, 4-13_ 1988/731, 4-14=-1496/652, 14-15=-1496/652, 5-15=-1496/652, 5-16= 1988/731, 6-16=-2016/715, 6-17=-2207/767, 7-17=-23101742 BOT CHORD 2-11=-560/1958, 11-18=-331/1496, 10-18=-331/1496, 10-19=-331/1496, 9-19=-331/1496, 7-9=-573/1958 WEBS 4-11= 153/656, 3-11= 467/311, 5-9= 153/656, 6-9=-467/311 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 12-8-8, Exterior(2) 12-8-8 to 21-6-7, Interior(1) 21-6-7 to 31-4-0 zone; 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, 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 (jt=lb) 2=236, 7=236. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. design is based upon shown, and is for an InclMdual building component, not VILME_ Design valid for use only with MITek® connectors. This only parameters a truss system. Before use, the building designer must verify the applicability of design parame leis and properly incogwrate this design into the overall building design. Bracing indicated Is to prevent buckling of individual Cuss web and/or chord members only. Additional tempoiaiy and permanent bracing MiTek' is always required for stability and to prevent collapse with possIb4e personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI T Quality Criteria, DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11515129 T60300 T09 Hip 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr i e 201 o mr T ek in - - . - Zv 1 ; - v- ID:its04vLfwhHT994F1 VUOLQz_9bD-KKgmDV09pddWS21DLN1 OOdHJhQkNW417EhHD4wz?qAd 1-4-0 5-1-13 10-8-8 15-0-D 19-3-8 24-4-7 24r1Q-3 30-0-0 i31-4-0 1-4-0 5-1-13 5-6-11 4-3-8 4-3-8 5-0-15 0-5- 2 5-1-13 1-4-0 N I1 0 4x6 = 3x4 = 5 4x6 = Scale = 1:54.6 3x4 = "A- — 2x4 I i Sx8 = 3x4 = 5x8 = 2x4 11 4-8-0 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 15.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 Rep Stress Incr YES WB 0.48 BCDL 10.0 Code FBC2014fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1201/0-8-0, 10=1605/0-8-0, 8=68/0-8-0 Max Horz 2=81(LC 16) Max Uplift2= 201(LC 12), 10=-183(LC 13), 8=-73(LC 23) Max Grav2=1201(LC 1), 10=1605(LC 1), 8=115(LC 24) 25-4-0 DEFL. in (loc) Well Ud Vert(LL) -0.11 11-13 >999 240 VerI-0.3211-13 >929 180 Horz(TL) 0.05 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15= 1970/652, 3-15=-1831/665, 3-16=-1452/531, 4-16=-13571550, 4-5= 1225/561, 5-6=-852/425, 6-17=-947/413, 7-17=-1045/394, 7-18=-124/551, 8-18=-140/441 BOT CHORD 2-14=-501/1677, 13-14=-509/1664, 12-13=-264/1158, 12-19=-264/1158, 11-19=-264/1158, 8-10=-407/218 WEBS 3-13=-490/263, 4-13=-36/330, 5-11=-543/231, 7-11=-285/1128, 7-10=-1508/577 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-8-8, Exterior(2) 10-8-8 to 23-6-7, Interior(l) 23-6-7 to 31-4-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except 61 2=201 10=183. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/201S BEFORE USE. Design valid for use only with MITek(a connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not a truss system. Before use, file building ciesignei must verify the applicability of design parameters and properly incogaraie lilts design into the overall q building design. Bracing indicated is to prevent Ixlckilng of individual truss web and/or chord members only. Addlllonal temporary aid permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 1rr1SS 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 T11515130TJobT60300T10Hip1 ference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.tu4o s Apr i v 2016 Mi i ex mousines, inc. Mon uw 03 vaa 1. i a 2017 rays i I D:itSO4VLfwhHT994F1 VUOLQz_9bD-oW E8QgPnaxlN3CtPv4YdZrgTxq?kFYNHTLOmdMz?qAc 15-0-0 21-3-8 30-0-0 31-4-0 1-4-0 4-8-0 4-0-5 6-3-8 6-3-8 8-8-8 1-4-0 5x6 = 2x4 II Sx6 = 3 14 15 5 Scale = 1:54.6 3x63x8 = 2x4 // 4x6 = J 2x4 \\ 4-8-0 1 S-0-0 3x8 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. Plate Offsets (X Y)-- 2 0-4-11 0-1-81 j3:0-3-0 0-2-01 15:0-3-0 0-2-01 (6:0-2-9 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.22 9-11 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Verf(TL) 0.60 9-11 504 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP M 31 *Except* 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-10: 2x4 SP No.1 WEBS 2x4 SP No-3 REACTIONS. (lb/size) 2=1224/0-8-0, 8=1492/0-8-0, 6=158/0-8-0 Max Horz2=68(LC 16) Max Uplift2=-195(LC 12), 8=-148(LC 8), 6=-128(LC 13) Max Gray 2=1224(LC 1), 8=1492(LC 1), 6=183(LC 24) PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-2005/588, 12-13=-1872/601, 3-13=-1860/617, 3-14=1586/649, 4-14=-15851649, 4-15=-1585/649, 5-15=-1586/649, 5-16=-66/555, 16-17=-69/423, 6-17=-85/377 BOT CHORD 2-11=-395/1653, 10-11=-412/1412, 9-10=-412/1412, 8-9=-236/798, 6-8=-384/222 WEBS 3-11=0/523, 3-9=-79/345, 4-9--472/249, 5-9=-241/1024, 5-8=-1699/613 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-8-8, Extedor(2) 8-8-8 to 25-6-7, Interior(1) 25-6-7 to 31-4-0 zone; 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=195, 8=148, 6=128. 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 Wilding component, not - a IT(= 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 WOW 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 crud truss sysle ns, seeANSi/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply T11515131 TBO300 711' u'ss Roof Special 1 1 Job Reference (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 r.ovu s npr I a 20 i o mi eK i i—k es, me. ry 0 j > cv, , ye I D: its04v LfwhHT994F 1 V UOLQz_9bD-o W E80q PnaxIN3CtPv4YdZrq R W g2ZFQq HTLOmdMz?qAc 10-0-0 13-3-8 18-3-8 23-3-8 30-0-0 31-4-0 1-4-0 S-5-15 3-3-8 5-0-0 S-0-0 6-5-8 1-4-0 Scale = 1:55.5 4x6 = 3x43x4 = = 3x4 = 5x8 = 3x4 = 3x4 = 3x4 \\ 23-3-8 25-4-0 30-0-0 10-0-0 2-0-8 41-0 Plate Offsets (X Y)-- 2.0-0-13 Edge], [7'0-3-0 0-2-01 18'0-0-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.20 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL)-0.5811-13 516 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 150 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1163/0-8-0, 10=1893/0-8-0, 8= 183/0-8-0 Max Horz2=-76(LC 17) Max Uplift2=-192(LC 12), 10=-323(LC 13), 8=-198(LC 3) Max Grav2=1163(LC 1), 10=1893(LC 1), 8=28(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15= 1879/606, 3-15= 1758/621, 3-16=-1648/558, 4-16= 1556/569, 4-5=-2106/781, 5-6=-1803/641, 7-18=-336/1227, 18-19=-337/1130, 8-19=-350/1041 BOT CHORD 2-14=-454/1606, 13-14=-238/1187, 12-13_ 338/1266, 11-12=-338/1266, 8-10— 1003/427 WEBS 3-14=-307/218, 4-14=-103/395, 4-13=-420/1169, 5-13=-1157/501, 6-13=-126/652, 6-11=-1327/503, 7-11=-179/883, 7-10=-2111/637 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-0-0, Exterior(2) 10-0-0 to 26-3-8, Interior(1) 26-3-8 to 31-4-0 zone; 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=192, 10=323, 8=198. 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. t - Design valid for use only with MiTek(M connectors. Thls design is based only up on parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicalAity, of deslgn parameters and properly IncogxxaTe this design into the overall truss members only. Additional temporary and permanent bracing a MiTek' building design. &acing Indicated is to prevent buckling of individual web and/or chord 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. fabilcation. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSR-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailabletroinTrussPlateInstitute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11515132 T80300 T15 Common 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1_4_0 1-4-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 03 09:51:20 2017 Page 1 ID:itsO4vLfwhHT994F1 VUOLQz_9bD-GjnWeAQPKFtEhMScTn3s52NYIEPq_3wQh?mJ9pz?qAb 16-0-0 800 4x6 = Scale = 1:29.1 100 3x6 — axo = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ver1(LL) 0.11 4-5 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Veri(TL) 0.34 4-5 551 180 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=696/Mechanical, 2=825/0-8-0 Max Horz 2=73(LC 12) Max Uplift4=-114(LC 13), 2=-150(LC 12) PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6= 10171293, 6-7=-894/307, 3-7=-867/320, 3-8=-854/337, 8-9=-887/322, 4-9=-1009/319 BOT CHORD 2-5=-180/794, 4-5=-180/794 WEBS 3-5=0/387 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Ot=lb) 4=114, 2= 150. 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. l ola312015 BEFORE USE. Design valid for use only with MllekO 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 Ixnrameiers and properly incorporate this design into the overall Hism building design. Brocitng indicated Is to prevent Ixrckllng of individual puss web and/or ,, fiord members only. Additional temporary and permanent brcr-itng 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pty T11515133 T60300 Hip Girder 1 t IT16 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 20i 6 Mi I ek induslrles. Inc. Mowi juiO3 09.51.2, 20, r FVe I D: its04v Lfwh HT994F1 VUOLOz_9bD-kvLurW R 15Y?5JV 1 o0Va5eGvkAej HjVxawfVthFz?qAa 3-3-5 6-0-0 10-0-0 12-8-11 16-0-0 17-4-0 3-3-5 2-8-11 4-0-0 2-8-11 3-3-5 1-4-0 4x6 = 4x6 — Scale = 1:29.7 3x4 = 2x4 11 2x4 11 3x4 = 10-0-0 16-0-0 Plate Offsets (X Y)-- 11 0-0-13 Edge) 14.0-0-13 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.13 1-7 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.26 1-7 707 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1236/0-8-0, 4=1366/0-8-0 Max Horz 1= 59(LC 13) Max Upliftl=-241(LC 8), 4=-280(LC 9) Max Grav 1 =1 252(LC 15), 4=1366(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2312/427, 2-3=-1999/410, 3-4=-2318/432 BOT CHORD 1-7=-328/2016, 6-7=-329/2047, 4-6=-326/2015 WEBS 2-7=-58/672, 3-6=-60/676 PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 nonconGUrrent 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) 1=241, 4=280. 7) Girder carries hip end with 6-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 516 lb down and 96 lb up at 10-0-0, and 516 Ib down and 96 Ib up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 (pit) Vert: 1-2=-70, 2-3=-128(F=-58), 3-5=-70, 1-7=-20, 6-7=-37(F=-17), 4-6=-20 Concentrated Loads (lb) Vert: 7=-405(F) 6= 405(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ILM_ Design valid for use only with Mllek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a in.iss system. Before use, the building designer must verify the applicability of design parameters and ptoperiy Incoiporafe this design into the overall ®®® building design. Bracing indicated Is to prevent Ixtckling of individual Russ web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trussesand 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 aty Pry T11515134 T80300 T17 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-4-0 1-4-0 3 8-0-0 5x8 = 7. 0 s Apr i 9 20i 6 MI ert I, u. UI. Jul oa.- , , age , I D: itsO4v LfwhHT994F1 VUOLQz_9bD-kvLurW R 15Y?5JV 1 o0Va5eGvj lej W jX?awfvthFz?qAa 1' 0-0 20-0-0 _ 400 800 4x6 = 3X4 2x4 3x4 = Scale = 1:37.2 8- 0_0 4-0.0 8-0-0 Plate Offsets (X Y)-- 12 0-2-11 0-1-81 f3:0-5-8 0-2-41 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.11 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.39 5-6 >600 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.04 5 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied. 3- 4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 5=865/0-8-0, 2=992/0-8-0 Max Horz2=73(LC 16) Max Uplift5=-128(LC 13), 2= 166(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1325/446, 9-10=-1214/456, 3-10=-1198/472, 3-4= 1081/498, 4-11=-1212/472, 11- 12= 1225/455, 5-12=-1335/454 BOT CHORD 2-8=-317/1063, 7-8=-316/1068, 6-7=-316/1068, 5-6= 296/1075 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18, MWFRS ( envelope) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-0-0, Exterior(2) 8-0-0 to 12-0-0, Interior(1) 16-2-15 to 19- 8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 5=128, 2= 166. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Ni DesignvalidforuseonlywithMilekr 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 verity the applicability of design parameters and properly incorporate this design into the overall iii building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing MiTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing 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'2'2314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11515135 TB0300 T18 Hip Girder 1 i Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 r.e4U s Apr iv 2016 MI ex mouslnes, Inc. Mon uui uO va.o 1 cc 2017 ID:itsO4vLfwhHT994F1 VUOLQz_9bD-05vH2sRfss7ywfc_aC6KBTS3il8TSzAj9JFQDhz7gAZ 6-0-0 10-0-0 14-0-0 16-6-11 20-0-0 1-4-0 3-5-5 2-6-11 4-0-0 4-0-0 2-6-11 3-5-5 4x6 = 3x8 = 4x6 = Scale = 1:36.5 3X4 = 3x8 = Sx6 = 3x8 = Ox4 = 6-0-0 10-0-0 1 14-" 20-0-0 6-0-0 4-0-0 4-0-0 6-0-0 Plate Offsets (X Y)-- 10 0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Verf(LL) -0.05 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.13 10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 99lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc puffins. 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) 8=865/0-8-0, 2=992/0-8-0 Max Horz2=59(LC 8) Max Uplift8= 112(LC 9), 2= 150(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1492/217, 3-4=-1334/200, 4-5=-1178/194, 5-6=-1194/195, 6-7=-1354/201, 7-8=-1518/222 BOT CHORD 2-11= 197/1253, 10-11=-202/1419, 9-10=-202/1419, 8-9=-164/1296 WEBS 4-11— 9/361, 5-11— 357/112, 5-9= 345/105, 6-9=-12/367 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost 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) 8=112, 2=150. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mll-7473 rev. 10/012015 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, nni - n 19 a Truss syslem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into 111e 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 stabilityand 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/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 T11515136 TBO300 VO4 Valley 2 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 a0 t.b4u s Apr l e 2-6 MI I eK Ir10Uslf les, in, J &9.5 i.22 20i 7 r..Je I D: itsO4vLfwhHT994F1 V UO LQz_9bD-05vH2sRfss7ywfc_aC6KBTS2g 1 CgS?jj 9J FQ Dhz?qAZ 4-0-0 4-0-0 2x4 5- 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 15.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) Scale = 1:12.8 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 3 n/a n/a Weight: 13lb 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=145/4-0-0, 3=145/4-0-0 Max Horz 1=69(LC 9) Max Upliftl=-24(LC 12), 3=-37(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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." 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 MiTek6 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 i building design. Bracing indicated is to prevent tAickling 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, debivoiy, erection and bracing of busses and truss Systemms, 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, Mexandrla. VA 22314. Tampa, FL 33610 Job Truss Qty- Truss Type P ly T11515137 TBO300 V06 Valley 1 1 Job Reference (optional) Builders FIT51Source, Tampa, Plant City, Florida 33566 7.64O s Apr i92Ol6 Mi I eK inuuslnes. Inc. ui 03 ve c r rays ID: itsO4vLfwhHT994F1 VUOLQz_9bD-glTfGCSIdAGpYpBB8wdZjh?4mRS3BSysNz_zm7z?qAY 6- 0-0 3 2x4 i 2x4 II Scale = 1:17.8 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 21 1b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP N0.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=235/6-0-0, 3=235/6-0-0 Max Holz 1=111(LC 11) Max Upliftl= 38(LC 12), 3= 60(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-195/281 NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-7-11 to 4-10-10, Exterior(2) 4-10-10 to 5-10-4 zone; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for.a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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." 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 MlTek6 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 file overall building design. Bracing Indicated Is to prevent lxtckling of Individual truss web and/or chord members only. Addlfional temporary and permanent bracing WOW Is always required for stabilily and to prevent collapse with possible Iaefsonal Injury and properly damage. For general guidance regarding the fabrication, storage• dellvery, 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 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. 0- r/ 16'r For 4 x 2 orientation, locate plates 0-'na' 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 0 O S U O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo 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 comber 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. GEARING HEIGHT SCHEDULE RECORD COPY Hanger List H1 HTU26 76-8-0 10-0-8 53-11-8 6 0-0 6-8-0 n n NOTES:. 13 "" n m I it I 1.) REFER TO HIP 91 (RECOMMENDATIONS FOR a ti r ti n CI HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER i0 ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. E7 C3 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER CS VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS, E6 ""- m 3.) ALL VALLEYS ARE i0 B E CONVENTIONALLY 936e0 FRAMED BY BUILDER m 4.) ALL TRU55E5 ARE PE516NEP FOR 2' o.c. m MAXIMUM 5PACIN6. UNLE55 OTHERWISE NOTED. E6- 5.) ALL WALLS SHOWN ON PLACEMENT ARE CONSIDERED BE LOAD E6 PEARING UNLE550 HPLANI5ENOED wm 93 E6R" wm 6.) 5Y42 TRU55E5 MUST BE INSTALLED WITH THE TOP BEING UP. m Llj C I CF m j N w m 7.) ALL ROOF 1RU55 HANGERS TO BE 51MP50N VO4:1 V 40 HTU26 UNLE55 OTHERWSE NOTED. ALL C3 FLOOR TRU55 HANGERS i0 BE ZIMP50 THA422 UNLE55 OTHERWI NOTTED. V06 aVILQ C E 8.) FURN15HED BY BUI DERHDR i E6 es E6 SHOP DRAWING APPROVAL m-= ES cL m A+` iPORD TH15 LAYOUT 15 THE SOLE SOURCE FOR FABRICATION OF E6 C5 CS TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF THIS LAYOUT MU5T Rmti C3 y DE RECEIVED BEFORE ANY TRU55E5 WILL PE PUILT. VERIFY ALL CONDITION5 TO INSURE A6AIN5T CHANGE5 THAT WILL RE5LLT n n IN EXTRA CHARGES TO YOU. Y<q-t" d 06-y De, ApYromd by: Daoc 3-4-e 4-8-e e s 4-7-8 y9-y e 6-8-0 6-0-e udders76-a-0 FirstSource Orlando PHONE: 407-851-2100 FAX 407-851-7111 Plant Gity PHONE: 813-754-5G51 FAX: 613-752-1532 Taylor Morrison Homes L: Amesbury C Lanai L ADNE55: CEYI510N Lot XX SCALE: HAWN DY: J051 3-1-17 Rick RECORD O, City of 1,....`t} Building e PreventionSetei: Product Approval S Permit ## 1 7" 2 3 9 3 ification Form o Nc SANFORD Project Location Address 473 Red Rose Lane, Lot 300 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 herma Tru Swinging Ext. Door (front door) FL15225-133 Sliding MI Windows Pocket 2 panel sliding door FL15332.06 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.9 Horizontal Slider Casement Double Hun Fixed MI WINDOWS Block Fixed Glass FL18644.03 Awning Pass Through Projected Mullions MI Windows Mullion - Block and Frame FL18504.2 Wind Breaker Dual Action Other June 2014 1 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Roofing Shingles FL16305-R4Atlas Underla ments InterWrap, Inc. Underlayments 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 Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature 4 Applicant's Name Please Print) June 2014 1dA RDDR Df d5p5 Lk' fYl:E A,O SL'E C- Rg'O11651ZLCORTum MRFSCx -S. ED", f1 ),, t k « i ! TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 2k jc 20' 21' 31" 53' WINDOW CALL OUTS 76' S 12 iA 16 32 5H 27 % 32 5N 39' 4 13 !;4 IR 33 SH 73 5H 33 5N 51' 14 $N V! 3! 511 4 SH 34 SH 0 3 L 7 IA 35 SH 75 SH 35 511zv3' p 1)' 3 I6 S'a IR #> 5!J b 5H 36 SN C.L. VERIFY iw`..OT'ti',' O?E\I"GS FOR ALL W.. '"U'1:6. IL SLIRS?11 SIZfS AV II:STALLATIGN MAT VARY PER 11ANFAGIL R AND 5°ELIF',CATIR$. OF Z RJR TO R PLANS FOR SttLE 6 W.NDOD USED [SPL'_E LiCY-SIJ, Lf5E11_Ni- LSiT. OR FIXED GLA55-FGJ rr. FL w 6-1- 0 IA L V rARB:E u 15EE DM-IAL w SFE X) to SQ L Q q o• dfF r I AL P.V G o lyt . T fJ116 S5' tO. A16'IY q LD-.Gllf]ll MASTER SUITE 1Ca12'-0 g'_d• FLLI RG a o m T L VERFTACPVC 6. 0,5-o . FAMILY p0 T- AT r a o WAD C5 aX 6' u dFF IRE SEAI R' P BA'E AID IFPER CA5KTSftARl 94TH2 ayg QL W K CM 2 3 MIT LAv. j 1 l BEDROOM 3 FL TC R g'-i FLAT CLG ,y 6N pP. A+15'EE IT AT 6'•0' SO GAL iJLdi Ul'1 O aSG1T(' A'1C ACCESS r= --- GARAGE WU a'- e'.2O'-o- Iw PLTHTDRTER 1ST DETAIL) Lti CF GARME D'XR n OFE : fC lk% I 5a S, a 11kL, r9 I I I 3 I CZ O 6-onc°xweAtx>xe L- ds"SrOE PA•,E4 CR1F r LF:J 6tiK s• A EE CO),TEZVO jW- U 1.2 RiAt w l7F _ r, I SFK DU \ V D15= KITCHEN'I 9•-r I ac € n CA3 ET5 i 4FF. y WIT srsc'a+ FE 1 Yg. T KT1J A•p rr-;o lD t>TE» I 3 tz xQAy-. 27, 2216 yi (RL n v_ OI tv R S91f C6- 19-12 rr•.tv' n z DAVIS BEWS DESIGN GROVE aSFAIE Fw51' c zs g.hn L3oo ra. e>3. s2s. teoo vnvwz+v® tT6sc V) DINING ROOM O FLAT CLG. m W 0 G 0 LIVING ROOM 9Fo'-a- M Z 9'-{" FLAT CLGWi ! ! ! K 0 ALL /\ l'"Y15 AffdiaS' k roF O 6 ' Q 10R FR1'£ w ^ 99 to weRw 8 x o A;,G oUTILI Mr. A* DOCRI2.M v cLOG5La(. 1 BO ENTRY O ron,-1rp° , P,.M I cmE>i II RdSFR I AT JC FL 6' - - - odd iHATCHING LEGEND For, 414cp EL. R ,Dn LIVING 15E9 SF. 1' fS=ELE'/) ]' L' nlE uF AFF. GARA- E 399 5r. ENTRY l8 5F. LANAI 101 5F. 0 sEEr 1°' Foe TOTAL 50- FT. 2113 5F. LEE TO r, A.v f:O.T. DIFTS(F5 - ME 17TP1 MAIN FLOORPLAN NOTES Z A 5:1E ".. TO' GARAGE LEFT iE£R i0 Ei(il )A7 FGR dA R!KIR DrDSI?5 A'1 E14Rflai fYJiE Am iEY E FE,R UcR - Stu FD'mRI l:E4 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS k to n° 3T 53 Ln WINDOW CALL OUTS 16° S 1754 14325N 22514 32514 31- 4 13 5a IA 33 514 73 S4 33 5H S1' 14 Su R 34 SIJ 74 SH 34 SH 3 IS SIJ IQ 35 5H 75 SH 35 511zb3' p 17' 3 IC,5'4 ill 36 54 26 5H 36 54 CC vERITT i h`A:41" 0?EXN;L FOR ALL U[N°'Cb. 47MGU15•k5 AV' IASTALLATIpJ MAT MY FER O, 11AN.FACiIrZ R AID 5°ECFr:Cd71aJ5. Z Rer"ER TO R P 445 FOR STYLE 6 W DOU L5ED tSrtY!_E urn-SfJ, CASEMENT- LSIT, OR FIXED GLASS-FGJ ur.(wb'k— LW LA L u TA%Lf lP !y_E D AL w SEF xr e sQ Q t2 Ili lil AFF er eoAF N I GcrERF 4111, t. ex wtdvAi bti LT. r. a 176 SkVv 1 J L 55 b f+10 TE'P. sGD. U g MASTER SUITE FAMILY QO0 13-0'.12'-0' ii-8'.T5'-i FE FLAI lC i'-A' fL4- M eA1H F94 att 7 W k AFT U 5FAT AID IFPER Ll claws 2 I RfNT s w TLPAT 8•-0' a o E 1BATHiQA BEDROOM 3 S -A- FLAT (LG f, W SELF Q 5C G& rJyq i5LdiE WL'1 O LK a 5410' AfTIG Access I-- --- l— HI L — J GARAGE WA L` 2D'-D• ISVPAT. FT WI.LAS_ MTN t91F LIE R WRJ&: D'VR I MN fo&la ( NMDETAN j r——— hb WaL, r I 6 I I I suE l7 i k.Lv1.G 0v.reo - D.AR 5Tc E PATER LRYF I LEAD K I-P) AFF w'k LL:LL !le D_ld! w 5w. x.1 r•e AA:L I olp cu " v9.T law arD KITCHEN R 60 rroTD Exie aR s'-i FUT UC (J a• uPr3ncAxETs INING ROOM s', rid' Cl9'-i FUI CLC, LIVING ROOM 3 9'-4FL'FLATTC 9' CLG H0> c: A'L NIFfIXR A'Yi.E 5% YLS Aff di b' 9 R 70r6 / TOtaRw / um_ I I 6- e 54 5'-4• U'CLp: ER CiG 1 I f] ENTRY 1 5'-1' P.i. W. I mER II l L--J I I JC FL dsrr6 I rnn s""- as-eE n F-- DMIT a UD-.f6lX TTPJ j- Avv 9nn22_ C. rct = . r 2 21 5 SwED06- 19— W11W fl DAV[ S BEWS DESIGN GRDYI Asa srnTa zTurr FwsF A> 1wauT s.dn e>3. ozs:lm o Fnx ww.vAsysmRmccwA 1A `CD V o J 0 cg W u E O O b h O( TIP. A• PDX M J oQ 4r 1'- E'tiF. HATCHING LEGEND 1588:l: LIVING 1583 SF. nrdc AFF G-: AR.4SE 393 SF. +n nDDa ac.:I r:Dres ENRY 18 5F. LANAI 101 5F. TO b, T iN Foe TOTAL 50- FT. 2113 SF. r•L.\• F.o Dir`AS MAIN FLOOR PLAN NOTES GARAGE LEFT Florida Building Code Online gC)Nj Page 1 of 3 feDRIdA 1RP4GTMSN7 Bness QR}Sq.{ vy 'f y' "f •' ' ¢'y x Profess onalRegui.at on f BCIS Horne Log In User Registration Hot Topics Submit surcriarge Stats Facts j B . Product Approvalf/ USER: Public User Regulation eCKr^.:d',,:r'ra': hnr n.o.t' ae•. . •,1.+ Application Type Revision Code Version 2014 Applicationp• e Comments Archived aes. 4ni»wb+t a»:kr(.44N .S,.c nYe G oti: G:N:ACf C976 Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan ). King, P.E. 41 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Y4.ac 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence or Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (68 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation instructions. Nate - GlazingShall comply "With "ASTM E130C 04, ( This product approval requires the use of 'T' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FLIS225 R3':C CAC IS2251SNAMFcerts;odf Quality Assurance Contract Expiration Date 12/ 31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Yes 15225. 6 f. "Premium Series "Construction 6/8 and 8/0 0paque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma- Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (68 Door Products) and 15225. 6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate IFLI5225 C Cf1C 15x?i6 NAMI eerts.ID9lF Quality Assurance Contract Expiration Date 12/ 31/2021 Installation Instructions .. t 577 . i", Ir INST 15235:5 68.ndf El 15115 R3 n MIT 3 3?„ 6_80_odr Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports F i5»S R3 AE EVAL .15225.6-68.odf Ft 1 S R3' AE EVAL i5225-67816dt: Created by Independent Third Party: Yes ConLaR Us :::;19a4NcttA MoMuIe SSrst. Tafhh aa FL. 32M Pliune: 150=497-1824 The State of Florida is an AA/EEO employer. c ,yam M. ?-2D!'r Statr atFlorMac :: Privacv 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.. It you have any questions, please contact $50.487.1395. -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 dne. 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 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: ICI — dE Credit rd SAFE https:// www.floridabuilding.org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF. PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinMA .019. fMbA by ThP A wimin National Standards Institute {ANSI};. NAMI's.Certified Product Uistin .atwwwimmiccruilca Glazed j0jjj1ZQJJJ. L.n,•.. D...s.•••••••••• Design Missile Test Report Number Configuratlon Inswing or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X I/S Opaque 3V' x 6'8„ 67/-67 No ETC-0 1-741-10703.0/L-2097/TTF-253 F Single X O/S Opaque 310" x 618" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F Single XX I/S Opaque 6'0"x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/ITF-253F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC -01-741-10703.0/L-2097/TTF-254F Standard Aluminum Astragal Double XX I/S... Opaque 6'0" x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097/TTF-253F Coastal Aluminum Astragal Double XX O/S Opaque 610"x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097rfTF-254F Coastal Aluminum Astragal Double OXO/ OX/XO I/S Opaque Door 554" x 658" 40/-40 No ETC-01-741-10593.0/L-2097/T7F-253F Single w/Sidelites OXO/ OXXXO O/S Glazed Sidelites Opaque Door 594" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Single w/Sidelites 1/ S Glazed Sidelites Opaque Door 8'4"x 6'8" 40/-40 No ETC -01-741-10593.0lL-2097/ITF=253E OXXO Double w/Sidelites.6r Glazed Sidelites Standard Aluminum Astragal. OXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum.Astra al . OXXO I/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites Glazed Sidelites Coastal. AluminumAstra al OXXO O/S Opaque Door 894" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/TTF-254F Glazed Sidelites Coastal Aluminum Astragal Double w/Sidelites National Accreditation & Management institute, LncJ4 /94 veorgc naauuigwu -xv—v..n X-" 7 J!,..... , Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinNAMI' C rt1f tion Pro ram is accredited hy The Americna National Standards Institute ANSI iNAMI's Certified. Product Listing at Inswing ww1Y.N mi a ification.com: Glazed s e ica Design Missile Test Report Number Configuration or or Maximum Pressure Impact Size Pos/Neg Rated Comments Outswin X US Opaque Opaque 3;0" x 6' 8,, 67/-67 No ETC-01-741-10702.0/L-2096/TTF252F Single X O/S Opaque 3905sx 6'8" 67/-61 No ETC-01-741-10702.0/L-2096/TTF25IF Single XX US Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096TI-I'F252F Standard Aluminum Astragal Double.. XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/I'I'F251F Standard Aluminum Astragal Double XX US Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/TTF252F Coastal Aluminum Astragal Double XX O/S Opaque 6'0"x 6'8" 55/-55 No ETC-01-741-11008.0/L.-2151/TTF25IF Coastal Aluminum Astragal Double OXO/OX/XO US Opaque Door 514" x 6'8" 40/-40 No ETC-01-741-11008.0/L-215I=F252F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-215IMF251 F Single w/Sidelites OXXO US Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed_ Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 874" x 6'8" 40/40 No ETC-01-741-11008.0/L-215IM'F25IF Double w/Sidelites Glazed Sidelites Standard Aluminum Ast al OXXO US Opaque Door 8'4" x 6'8" 55/-55 No ETC-O 252F Double w/Sidelites Glazed. Sidelites AstragalCoastalAluminumAstraalCoastalAluminum OXXO O/S Opaque Door 8'4" x 6181, 551-55 No ETC-01-741-11008.0/L-215I=F251F Double Glazed Sidelites Coastal Aluminum Astragal w/Sidelites.. National Accreditation rk management institute, incaf417% k3eurgc .. na.,...e......,........a Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 41* 4- 4. 4 4 4 1 . r4' MULLION MULLION it tsiftMASONRY TYP. HEAD MASONRY 4 SHOWN FOR REFERENCE OPENING TYP MASONRY OPENING TYP SHOWN FOR REFERENCE II OPENING JAMBS IHEAb HEAD JAMBS JAMBS 2X BUCK-/ 2X BUCK: 13 I I x 2X BUCK -/ In o! 0 SHOWNMULLION FOR II II W p al II REFERENCE II 771 All SINGLE US BUM &MHORINaANCHORING SINGLE W/SIDFLITF BUCK ANCHORI NSz 4 4 4 4r. 4- MASONRY OPENING No! b%u1. TFk min. S.G. a 0.55. 2X BUCK 0=jq of the comers maybe adjusted to maintain the min. e 2 C= 166allons, noted as "MAX. ON CENTER' must be adjusted to maintatrsffserrxn t* AW0rJAq% addillonal conaefe oro;hors may b6te . ., reputedto the 3. Concrete anchor table: Miff, - tMIAX -a EMUDIA9W I E="7 Itw • I -lie r Ir III" Co UITJIACONQ MULLION N MULLION SHOWNFORITYP REFERENCE SHOWN FOR REFERENCE it HFADJAMBS 2X BUCK t I X - 71 A SS 6A REFERENCE I I nd vv_ 1 a MASONRY LI UL21ULI-II ANCHORINGOPENING BUCK AN-Q-KQ-I3JN-Q uN a Z; 0xcc - 5 6 09 IMRokISOUL, . NJ.& M- ffy! JK CH sr: PRI H04 FL- 1522 5.5-681 VIEW 'C"-"C ol,41 IN A. A. 3. ( 7 3. 2• 3" PAIRS 30 TYP o; 3" SEE NOTE 311 M SHEET 3 5EE DETAIL 's" W/2X BUCK INSTALLATION m o SEE DEIAIC Y N SUCH : i1 z II 9 W/1X BUCKINSTALLATION w Oc a - W zZ INSTALLATION.. Wf1X BUCK y INSTALLATION o ci w n NJ! JII MULLION IYP. HEAD a r ASTRAGALear%WN:F4R W.P..HEADJE I dASTRAGAL &JAMBS w SHOWN FOR a SHOWN FOR j REFERENCE-JAU REFERENCE REFERENCE = F ONLY b ONLY _ SEE DETAIL "4"j SEE TB w DETAIL 16 o a = ci I' To DOUBLE DOOR WISIDELITES A" o- VIEW "E"-"E !?ELF D006VIEW 't1" A" Snows W/ WnoMt CORRWAND FASTENERS, REM 130 OW. ALL ORSIDEUTETODOAgo cmmcmw) Item DESCRIPTION Material A 10 x 2=1 2 PFH WOOD SCREW STEEL. B 1- 4, WOOD STEEL 10 X 1 'PFH WOOD SCREW STEEL 1 0 k 3 4 LG. WOOD S REW Hine fo -ame STEELSTEE 10x '2 LG. PFH' WOOD SCREW t 3 8 x 2-1 2 LG PFH WO D CREW 57 S EC 4T4" x 2-3 4 PFH ELCO OR'ITW CONCRETE SCREW 1 4. x 7-3.4. IrW PFH ON RETE SCREW STEEL 1 4..:x 3-3 4 PFH CONCRETE SCREW STEEL 1 1 fiw 3. 16 x 3-1 4 ITW PFH CONCRETE SCR STEEL 12 1 4 x 3-1/4 ITW PFH CONCRETE SCREW E C MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 16 1 4 X 2--1 4 PFH ITW CONCRETE SCREW HEADER AM UGAR PINE SG ?_ . 0.34 WOOD WOOD 2134THK. PRESSURE TREATED SlDELITE PAD 30 i 2" X t" X 25 GA.. CORRUGATED FASTENER STEEL W/ 2X BUCK 2LL. INSTALLATION. W/ 1X BUCK INSTALLATION 12 11 C. W/ 2X RUCK 3. E z: INSIALLAl1UN 1. .. 0 In W/ 1X BUCK.11' QE 111 j INSTALLATION d D TAB; ATTACH ASTRAGAL THROW BOLT B STRIKE PLATE TO FRAME o C 3 ASSHOWN. c atu Q 21 12 _ SCAE: N.rs: 0 f - WG, BY., JK .m cnx, Dr. LFS74 DETAIL " 4" omwwo No,. - n FL- 15225.5-68 :N INTERIOR 1 WRTICALCROU SWITO- ng con aura n WwAYfg'4*nffgworm lamulawr 2 VERTICAL CROSS SE0614 W oun v v, con.ismoon- EXTERIOR INTERIOR INTERIOR 7'N VERMAL'CROSS SECPOH 6 :Our . +p can quntian EXTERIOR INTERIOR, d VEWCAL.CROSS SECUON ov . . g configvmtion. t A ear N.T.S. 5 ova: er. om ov-, LfS. 3 H FL-15225.5-68 0 6 O. haAQMILLIONMASONRY y MASONRY SHOWN FOR MASONRY ? OPENING & P. JAMBSD OPENING : REFERt NCB OPENING HEAD re rtfglt8$ & JAMBSto 0 Q 11 O 2X BUCK 1, li { c.J06 2X BUCK . 11 SHOWNNFO..Rf O 1 REFERENCE 11 2X BUCK n t. ! i v 1.1 1 ! H oz 777 2m cxi m W/SIDELITE SINGLE W/SIDELITES aSINGLEDOORSINGLE BUCK ANCHORING BUCK ANCHORING D BUCK ANCtLQ@INSe 1441 4'8. 48- r ". 0 n 1 r4` e NpU MULLION I1 SHOWN FOR MULLION t N MASONRY OPENING Yp HEAD 14 TYP. O REFERENCE I SHOWN FOR I'I N REFERENCE fA JAMBS ji ASTRAGAL HEAD SHOWN FOR JAMBS LI 0 REFERENCE II I ! 2X BUCK' NOTES: 1,2Xbuckmin.S.G.t0.55. fa. l ; 1 CONCREMANCHORNOTM.' 1. Concrete onchor Iocations or me comers may be adjusted to maintain the min. 2X x ^ BUCK f ;ASTRAGAL EI. SHOWN FOR I{. 1 11 REFERENCE 11 z edge distance to mortarjoints. Il. I 1 a. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to I 1 { 1. maintofn the min. edge dfsfonre to mortor)ofnts, additional concrete anchors Et, in t 6 0 o may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 0: Q. om a n Concrete anchor table: O 11. i t o ANt'fTOti ANCHOR MtN. _ C iCS'jN1il Cti(RY` 6{TN CLEARA CE 11'i AtilACEM TYRE ShF kMBERlIAletVP dbti6. °.. 1NLHl3k TAPCON UIXPACON: N.T.S. 5 nwc, gr: JK m It DOUBLE DOOR MASONRY DOUBLE W/SIDELITES FL-15225.5-80 c 13.t)LK., ANCHORING OPENING BUCzK ANCHORING. m SHEET -L a 6 Q 4^ i .13. DETAIL, 3".III 0 W/2X BUCK A, INSTALLATION SEE NOTE 3 .N L N: W/1X BUCK 8 SHEET 3 N/ J1 INSTALLATIOL• TYP. HEAD MULLION— JAMBS SHOWN FOR REFERENCE ASTRAGAL N SHOWN FOR N. REFERENCE ONLY G N` SEE 16 N t$ 16 N 8 DETAIL, 4" N 0 11.N. 1( tl y"C'-"C" OOUOLE DOOR/SID ITES q• Z w 70 wr. L v 4' -i 6" i N W/2X SUCK..A - ¢ SEE DETAIL N INSTALLATION ,DETAIL 3" N V(/aX SVCK..9 MSTAUATION. r. U - d N:TYP. HCAci & p . JAMBS _ A4. STRAGAL-' N • ' SHOWN FOR RF.. F£RENCE ONLY- M1 N to U16 r•, i - 5 1L + s N VIEW " E"-"E" DOUBLE D OO WWN W/ OPRONAL CORRUGATED FASTENERS. REM 130 MP. ALL SIDEUTE TO ODOR JAMB CONNECTIONS! Item DESCRIPTION Material A FH W00 SCREW STEEL B WOOD S R STEEL: - E L C 717 OD CREW FH WOOD: SCREW Hin e to Frome W2-34 STEEL 4 FH .ELCD 'OR ITW CONCRETE SCRLZ^i STE L5 14x1-3 4RW PFH :CONCRETE SCREW STEEL STEEL CONCRETE SCREWT 1..4" xM-u34."..tTW. PFH X.3 SCREW. PFH STEEL1f STEEL 3 16' x 4' 17W CONCREIE SCREW 1.4'x 4.ITW PFH CONCRETE S REW EE MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING i0..ASTM C90 16-i,4 X.2-1 4 PFH ITW CONCRETE SCREW L WOOD. 0 HEADER JAMB PINE. SG >=..0.42 D 21. 3 I PRESSURE TREATED SIDELI7E .PAD 30 4• 1 2" X 1" X 25 GA. CORRUGATED FASTENER STEEL. 11 t.. 0 DETAIL " 4" _.. A , . DETAIL ATTACH ASTRAGAL THROW STRIKE PLATE TO FRAM AS SHOWN. A t DETAIL " 1 " J Db Q k i w A ae227 12 ° z SCALE: N.T. S. 3 nK;, Br;- .JK.... . m CNK: of: LFS 3 ORAW;NC NO.: R FL- i 5225. 5-B0 0 N SNL7T. OF 6 INTE T.. VERTI A1.CROS3:5€,C 6 cnnflpwtbn EXTERIOR. 2 E MAL.CRQSS.SECI ON: 6 . OutswU+g ,coNiptucifon INTERIOR INTERIOR EXTERIOR. F. aez a a` 20 2i 12a o= a 8 3 . VER11CALC 09SEMOP EXTERIOR is w 6 VERTICAL CROSSSEMON'. 6 mf wv-onfiqurow BY. JK a eY: LFS 3 NC Moi: 15225.5-8, I-\ HORIZOWAL CROSS SEC 7urivring cantlgtrcation 1.9/:id jturila E INTERIOR 3 r aRr or n at CRC ss s>co.., Uutswit g caifrgurntion d•9J16";1wrib INTERIOR EXTERIOR ri'%\_HtIRUONE L CRASS SR97 ON Ovlsvring canfiguraticn- 4/! 6 (amti' re„r, 0 n n NL9E Ilimmi® MG. a* JK m w a•: LF5 .3 P MNG NfA;. FL- 15225-68M o r 2 5 A v 1 VIEW "C"""C" SINGLE DOOR W/SIDELITES SEE -J i_ DETAIL"b" o n + M1 SEE TAIL "R' IN D 4.9116"-HEAD N 1 u TYP. ®HEAD F ON. HEAD w o MULLION SHOWN FOR n REFERENCE a' n 0/16"JAMB TYP. 0 JAMBS 14Rjj6"JAMB SEE 17 Vr o SEE o DETAIL"1" • - on_F i 41 VIEW "E"-"E" VIEW "D"--"D" SINGLE DOOR W/ DELITE VIEW "9 ="B" SINGLE DOOR VIEW WVA" CONCRETE ANCHOR NC3fESns1ancherk=ltaat the Comers maybe adjusted to maintain the min. edgedittdnco' jcrf larjoints. 2. Conimle tmcharjocatlons noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to monarlolnts. additional concrete anchors may be required to ensure the "MAX. ON CENTER' dimension ore not exceeded. 3. Concrete anchor tabte: ANCHOR APfCNOR Mfft M . CIFA164NCff Ib M1N ..' .. GE: rpAafAGEmi MOO Sfi&. FMBiEiJfRB:f. AfJCkOR Is 1/4" 1-1/4" 2" 4" TAWPCONELCO 1/4" 1.1/47. ULTRACON IIW 3116" 1-i/4' AS SHOWN AS SHOWN fAP ON`- SIDELITE NOTES: 1. The sfdelite is direct set into the jamb with (12) #8 x 7' pfh. wood screws. There are (4) at each vertical jamb, from the fop down at 13.8, 31'; 48X & 66". There ore (2) of the header of 4" from the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Cenificate orAuthorization No. 9813 Product Sub Category Manufacturer Product Name Category... Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single & Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing / Outswing Assemblies Phone 4.1.9.298.1740 hsulateti Fiberglass Door with_ Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therm Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012_ All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be speed by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements -of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. 1. hest Reoort No- Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawina No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc..(CA #9813) Sheet 1 of 1 FeetIng Laboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Sioned by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Slgagg& seated by Lyndon F. Schmidt, P.E. Slart6dA'S"ed bv. Lyndon F. Schmidt, P.E. ttlttyt. rt , s : • Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Valrico, FL 33595 Phone 613.659.9197 . Florida Board of Professional Engineers Certificate of Authorization No. 9513 Product Sub Category Manufacturer Product Name Category_. ' __.... Therms Tru Corporation 6'8 Single & Double Opaque or Glazed Exterior Swinging 118 Industrial Dr Doors w/ & w/o Sidelites Exterior Door OutswingDoors Assemblies Edgerton, OH 43517 Phone 419.298.1740 Direct to Masonry Installation Scope., Limitations: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. 1. This product anchoring has been developed in compliance with the 'Sth'Edition (20 4) Fl4l' ft Building Code :(P8C) structural requirements excluding the I*h Velocity Hurric>3ne torte". See the. Certification Agency Certificate for sizes, specifications and design pressure ratings; 2. Product anchors. shall be as listed. and spayed: as,shown on details. Anchor embedment to base material shall be beyond >+Iral! dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FL-15225-68M. 5. Where shims are used, they must be a "rigid / stiffmaterial that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-68M shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1.: Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202, 203-94 2. Drawing No. Prepared by No. FL-15225-68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Tgsttnsr Labcrriiory Signed by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Signed s Sealed !n(. Lyndon F. Schmidt, P.E. Signed & Seated by Lyndon F. Schmidt, P.E. tx. t+,ttrfre rf . 01%( t • 0. Lyndon F. Schmidt. P.E. FL PE No, 43409 2/ 6/2015 Bus nes PraILiiI c[ 11 t V sJF [ Product Approval USER: Public User Regulation p_Ac gpdsfHeiw>ProtluctorAon) Sesidh;s{fj>Appriciillonoekfiil FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitiinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE I Validation Checklist - Hardcopy Received Standard YME AAMA/WDMA/CSA 101/I.S.2/A440 2005 Wj I 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 0Yes O No 0 N/A hqs://www.floridabuilding.org/prlpr_app_dtl. aspx?param--wGEVXQwtDgtH85 72gvdWI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary. of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 :Ii 08-00500C.ikl 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 2Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 `AE 516907B.udf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 RZ.41 _Qg, 0W98C.odt 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 5108055:Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02248A1:ibdf 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:odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 RZ it .0&02249A,D& Approved for use outside HVHZ: Yes Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports. , Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FUS33 AE 512969A.ndf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation. Instructions Approved for use in HVHZ: No ELLS332 R2 11: QS'0225ftodf 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 FL26 15332 R512970AXdfPRESSURERATINGS Created by Independent Third Party: Yes 15332.E SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 dig` II 08=Q0499C: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 F1153 R2 :AE 5108066.Ddf PRESSURE RATINGS.,_ Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD og https://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL35332 R2 It 118-00501C.6df. 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 510808B.6dF PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON-: REINFORCED Limits of Use installation Instructions.. Approved for use in HVHZ: No FL.1 32 R2 11 Q8-QQQ 02Caydf:. . 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 k153 . tt2 {iE S A8U9B:ndf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD ]43"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No EL15332. R2 'II 08=00503C.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 €LI 2 R2 -ACE. 510810B.6df PRESSURE RATINGS Created by Independent Third Party: Yes Bade Q Contact Us :: 2e40Np,A Men[oe S?reit-TiMahattm FL 3L Pliau: 850-987-t824: The State of Florida Is an AA/EEO employer:ate of Florida.,:: Privacy Statement :: e=ssibllity Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the Ilcensee. 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: securitvann uics https://www.floridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWI... 7/20/2015 NOTES: 1: THE PRODUCT SHOWN HEREIN 13 DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE; 2. WOOD FRAMING AND MASONRY OPENING 70 BE DESIGNED AND ANCHORED To PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITYPONSiBILITY OF THE ARCHITECT OR ENGINEER OF RECORD, 3, IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL, WHERE IX BUCK :IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATINGNG OR MEMBRANE 15 THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN, WIND LOAD DURATION FAC70R Cd,--1,6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063--T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS, 7. APPROVED IMPACT PROTECTIVE SYSTEM 12.LU, EDq TI.-IIS PRODUCT IN WIND BORNE, DEBRIS RECiONS, B. AT AACH. "INSIAL.I..KNON'ANCHOR'WITH LOAD BEARIN' SHM.-SPIN. WHERE— SPACE OF 1 /11 6" ORI GREATER OCCURS. MAXIMUM ALLOWABLE SHEM STACK 70 BE 1 /4 9.: DOOR ASSEMBLIES INSTALLED WHERE OVERHANG'RATIO IS EQUAL OR GRExi'ER'lHAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO OVERHANG LENGTH/OVERHANG HEIGHT iol FOR ANCHORING INTO WOOD FRAMING OR 2X EILICK USE #'o WOOD SCREWS WITH" SUFFICIENT LENG*TH TO ACHIEVE A 1 3/8'! MINIMUM EMBEDMENT INTO SUESTRA.I'E, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11, FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16 TAPICONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN 114 ELEVATIONS AND INSTALLATION DETAILS. 11 FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS, MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT, 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — M'NIMUM COMPRESSIVE STRENGTH OF 31,192 PSI, MASONRY — STRENGTH CONFORMANICE TO ASTM C -90, GRADE N, TYF fOR CR A. ER' 0— METAL STRUCTURE: STEEL. 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15, APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX. XIP, PIX fieI,moks fEv DE. CR:- M ". I ArPRCVF.qTON A ADDEC C,-IAR-:s 03/05/12 :R.L; 6 REVISED PER NEW TESTING 10/29/13 Rl IN31AI-LAT 1 12/06/13 R.L. C ADDED FLANGE AND ON M.I. WINDOWS AND DOORS LLC. 1005 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED: SGIDrABLEOF: CONTE'N'I'S, 96" x 96" SHEET NO, DESCRIPTION NOTES I NOTES DWG NO, 2 3 ELEVATIONS F.A. 08-00499 4 10 INSTALLATION DETAILS SCALE NTS DATE, 02/23/09 Is"'cri OF 16 SIGNED 1 ak I FI Hf 6" MAX 96"-MAX FRAME WIDTH. ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION. SEE CHART #5 FOR NUMBER 0. LOCATIONS REQUIRED 6" MAX 1AX AM E: GHI 6" MAX f SERIES 420 REINFORCED SM EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE WITH 2-1/32" SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RA TING 25.01-28.6PSF NONE WITH 1-.112"SILL SEE CHARTS #3 AND Y4 FOR OTHER UNITS RATINGS 6" MAX CHART#I WITH 2-1132' SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED:: AFF NATF.9 314FF1 i bes!TpenQreeswre (030 Fraae - S - 4e41 em, 1L DY Ih flelghl. 00) 30.0 0:00 36:0 42.D d4. lId os N os Neg. os- os 40.0 eg.. 0 40. '. 60 40,0 552 40.0 U2 45A 88. 1 A 0. 1 46A 4. 1 S. CHART i12 WITH 2-1132"SILL WHERE WATER,INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Des npr uneelralt{psA Fram r 1 PenalaaETatalF "Wm Heght. 30:a 72.00 42. 0Qn) 94A0 K g45.0 I, 60: 8. 2 S62 522 5w'l 480 92.0 5 . . 51"1.9 46:4 46A 42li.0 4 d A 434 N D-SCRIPTICN. DA'ENPROj+ED A .. ADDED CHARTS.. _. .. ..._....:.03%GS/12 :R,L.: 3 ' REVISED PER NEVi'TESTING 10/29/13 R4 C : ADDEED FLANGE 'AND '.'.FIN !NSTAUATIbN 12/OB/13 R'A, CHART 9'3. WITH. 1-112" SfLLI. WHERE WATER INFILTRATION RESISTANCE: ISREOUIRED.' REF 1VOTF 4 SNFFT 1- r r Des1 nssmrchaA Frame a F%heland otaf Ha.4ireEU dm 01.0 Hgt 0.: 0 6.0 4Pos Neg . us,Neg os, e9 Pos Neg 0 0 4 .5 25A . 4 , 2R0 WC 25.0 34A 0E o :: 45, A. 39 1122 25. 0'. 2. , 2 96. : 4 3 CHARTy4 WITH 1.112" SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED:-._- SEE NOTE.9 SHEET-1. Design pressure chart Fmrm Height in) s- d4. a 47,6 a7.6 1:7 - 41, 374 4 , 4 3 , `: 3 52"....3 3 A 40r 1i 40, 3 35.3. to . 31A CHART# 5 . a¢ mraU Lm.m§Way-1'"mww'=K.-.jm 1qu- mm mom A: MI WINDOWS AND DOORS :LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 42Q REINFORCED. SGD. i Fi ry 6` MAX m 6" MAX j 96__MAX .I RAME 'Ni101H ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #0. FOR NUMBER. OF LOCATIONS REOU:RED 6" MAX 6" AX AME IGI+T 6•• p,AX SERIES.420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE WITH 2a132" SILL SEECHARTS Al AND 42 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF NONE. WITH t-112"SILL SEE CHARTS:#3 AND AN SHEET2 FOR OTHER, UNITS RATINGS Gtir& ... 4. REaI I, PAR' D;EVV T=STING ACDEG LA u:E. ANC FON lriSr = TION 12/OE/1 i R,I:r. CHART,M Number of_ancbor locations required _-- 6Y..(ftW land TotalUAVlMth Frar 10.0 4Z.0 s40,0 Wight J80 HBS: I Jamb I H&S.1 Jamb HO Jamb HSS;. Jamb: 1 84.0 4 6 1 5. 8 6 9 8 8 BB.O 5... 6 5 1 a- 8, 6 6 8 92,0 5. 8'. 5 6 8. 6' 6 8 96.0 8. 8 5 6:..i... 8 2 1/32" SILL J 1/2" SILL ALUMINUM 6063-T5.055 THICK ALUMWUM 6063•T5.055 THICK M1 WINDOWS AND DOORS LLC' 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SOD 9C x 96" FIN ELEVATION F A. 08 D0499 utr NT5 JDA7F 02 ,23 09. --`' 3 OF 10 rm W-DOD FRAMING 04 2X BUCK BY OTHERS 10 VVCOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 112" MAIN, EDGE DISTANCE f . 1 3/8" MN, rVa UENT SHIM SPACE EXTER INTERIOR VERTICAL.CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION. NOTES: 1. INTERIOR AND ExrEmon FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. P- PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEDA ACCORDANCE 'WITH ASTM E2112 S(J. ro .9E Sr- IN A :0:0 l)ILKEV. 116 OR, EOUA' SHEEI 3 OR siti. CP!iON*S MIN, ENT WE 03/05/12 RA.'. RE-111SED PEE'R NEDW TESTIN(; 10/2"/13 R,L, 7% A.',r:F-*D --ANGE AND FNN INSTALLATiON 12/oe/ 13 P-L 1/ 4- MAX, MENT SHIM SPACE INTERIOR D IS I AN CE a 1D COS 07 EXTERIOR JAMB INSTALLATION DETAIL R 2X BuCK WOOD FRAMING OR 2X BUCK INSTALLATION BY O HERS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIFS 420 REWORCED SOD, 96" FRAME INSTALLATION DETAILS F. A. 08-00499 JSCAL` NTS 10A"F 021,W0 Is"FUA OF 10, METAL STRUCTURE BY. OTHERS po Sms oR SELF, OfRiLUNG S 0 R E- VV METAL, STRuCTuRE By OTHERS EXTERIOR 1/ 4" MAX. SHIM SPACE 1' 1 (0) s M S OR SELF DRdLLING SCREW INTERIOR t.. *(.) HE SEA IN 6c0 OF VIA-KE M 1 NSTIRU( JIK)N AIXICSr"r EQUAi. SEE SHEET 3 FOR. SiLL OPTIONS VERTICAL GROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. PERIMETER AND J0114T SEALANT BY OTHERS TO BE: DESIGNED IN ACCORDANCE WITH ASTM E2117. SMIS OR SELF DRiLLING S-- RUCTURr" OTHERS NON ADD0 Ci VNi S 03/05/12 R,L.- r- LVISE'D PER NE`X TES-N-NG .1 012 9/13 R;L, ADDED F_ANGE ANC "IN iNSTALUkTION 12/0,61/13 ;R.Lj, JAMB, INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS :AND DOORS LLC 1, 001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 1 96" x 95" FRAME INSTALLATION DETAILS j)' RAWN: Dw6 No. 08- 00499 NTS SHF 5 Or 0 2 'MIN. c'_GL 3'STANCi. MIN: - EMBEuMENT CONCRE L/ MASONRY BY OTHER; + I 1/4" VAX. HIi SPACE OPTIONAL— 1 X B .CK (, .. I TO BE PROPERi.Y SECURED SEE NOTE 3 SHEET 1 3/16"'TAPCON EXTERIOR INTERIOR SILL I:) _1E SEE iN A B , O `,'ULK 'M ' 16 CONSIRUCIION r.SHESIVE OR EC A 3; 16" TAPCON MASONRY/ FOR SL OPTIO!NS CONCRETE BY OTHERS y 1 1/4' WN'. ay •. :. (EMBEDMENT e ._).. 2 -1 /2" MIN; EI CL DiSiANCc VERTICAL CROSS SECTION CONCRETE MSONRY INSTALLATION F Jt WZR'.S A 03/0 /12 Rl. 4_4'IS-r., Pr-n. :DIV-clyG' 10/291113- !RxE•<; J^D rLAVG€ tN0 r N INS A.LA.T!0N: 12/06/13 MIN. EIM6E0M NT MAX, 1/ 2' ' a I r 5 HI SPA c t „. ANCE: j 4 l 3 / 11Qi" BY OTH Y. W i 7 INTERIOR EXTERIOR Or l X f JAMB INSTALLATION DETAIL NAL i ... BE PROPERLY CONCRETE/MASONRY INSTALLATION : rwTE 3. SHEEr NOTES: 1.. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2.PERIMETER AND JOINT: SEALANT BY.OTHERS :TO BE DESIGNEDIN ACCORDANCE W17H ASTM E2112 MI WINDOWS AND DOORS Lit 1001 W. CROSBY RD CARROLLTON, TX 75006- SERIES 420 ' REINFORCED SGD 96" x W, FRAME INSTALLATION DETAILS F.A:, 05=00499. C NTS I ° ATE 0208 SHEET 6 OF 10 WE 0 r DiS nN(:E tFd t• RFI )uOk7r APFR'0 WOOD 1RAVI'NG - 1 1 .3/8 'SIN. e REMI EC rrp NE71N,10/29/13 RL..: OR 2X BUCK j E'MA.1)M F NT C ADDED FL •ham AN! N 'NSi+LLAT.ON 2/05/ 13 BY OTHERS R,L,: MAX., SHIM SPACE 1 /4" MAX. SHIM `_:PACE. 10 WQOD SCREWS INTERIOR 8 MIN. EXTERIOR INTERIOR. a Ill 0 P IN P ED C IL JI KE < 1 1ST ILi COfs>.NUCfI:)i l AOI?E\:. h CR F.C)U.At. CIRE'l,Y.s, 0 wo-or) 1 SCREW SEE SHE__ 3 FOR ILL OPTIONS EXTERIOR wooD FRAMING OR 2x BUCK DETAIL BYvTHERSrOvD = Z 1 3 JAMB INSTALLA_T/DN D FRAMING K INSTALLATION WOOAMING,OR2X BUC 1NSTA: OR T E;j; MIN: EMBEDMENT VERTICAL CROSS SECTION' WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR. AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY.- 2: PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 -- MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED:,SGD 96"" x 961 ' FLANGE INSTALLATION DETAILS' oe;, w.MOWG NO.... ...... ... RLr F. A. 08-00499 scaEe NTS Ciie 02Z"9 "F` 7 OF 10: rwr E, A 1 METAL STRUCTURE BY .OTHERS SMS OR.--` SELF PRILUNG SCREW META; STRUT URE BY OTHERS EXTERIOR 1/A:" MAX. SHIM. SPACE' 0 10 ski OR SELF DRiL_INC SCREW:. INTERIOR SILL 'iO 3E SETT !lJ A E3E:D r_1F VULKEAA 1 ; 6 CONSiIRUC1iON ADIIESNE01EQUAL SOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1 IA" KIAV s_................ gpy St.15 il: Y OTHERS CHARTS' - .. ... ovo 5/112 R.L; VISEJ PEP, NE',F ING Gj29/13 R.E.. ADDED FLAN."GE AND F:N INSTALLATION 12/06/13 , R:L„, IAMCOInD JAMS INSTALLATION DETAIL METAL STRUCTURE.INSTALLATION dil WINDOWS AND DOORS: LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 ti NOTES: SERIES 420 REINFORCED SGO 96"x 96" 1: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, : FLANSTALLATION- DETAILS., MOT SHOWN FOR CLARITY.NGE I --.. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE - ---- DESIGNED IN ACCORDANCE WITH ASTM E2112 - Uwc -NNo. F.A. 08-00499: C E' NTS t f 0 0'/09 1. eUT 8 OF 1:0 r: 2 M'N. D:SIANC 1 I/A" MIN, EMBEDMENT CONCREFF/. MASONRY 114" MAX, BY OTHERS r SHM SPACE OPTIONAL IX BOCK BE PROPERLY SECURED SEE N07E 3 SHEr.7 I 3116- TAPCON EXTERIOR INTERIOR ik) BE SET IN 116 CONSTRUCTION ADHES!VE 3/16" TAPCON OREOUAT_ GS SH E- E - 3 R SIZ OPTIONS MASONRY/ CONCRETE BY OTHERS I. I. 1/4" MiN, 0• A EM 0 F D M, EN T 2 112" MIN. E VERTICAL CROSS SECTION CONCRETEIWASONRYINSTAL-LATION 6 R6vEr A 0M.0 CHART'i 03/05/ 12 Fl ci 5 FEVISE-b PER NE`:{ ' VV T S I N 1,0 / 2.9 / 13 R.L. 7c : ADDEED L1-,NGE S-ND r;N 4E?.ED 2 3,,,l AiPr r),N E.IMA-O-N Ry OP71-11Jr_ i X TO, a_- PRnlr`Rt.Y SECUR--D Hi3SHE — NOTES: i. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 001 W. CROSBY RD CARROLLTON; TX 75006 SERIES , 420 REINFORCED SGD 96" x 96" FLANGE. INSTALLATION DETAILS 08-00499: 02/0/01SI ISHU-19 OF 10 r WOOD FRAMING —.. 4 MAX s= rin4k _ A k ' CH4 S J`.»t1 rl. BY OTHERS 1 t INTERIOR r; A-0„e Jvh.,t ,•'d., v..IN:S"Ai ATION 12/Gfi/1? R.L. - D F ) S . iklM p 1 I ' MIN MIN. INTERIOR enT EMBEDMENT n CY 0 = R5 R WUCCi iGRf._ W EXTERIOR r HOOK ..1 :;v _.. - t BUCK 1.0 -RF PROPERLY SECURE:) -. 711 .' MN L X'A DI::SIAPJ-F. I w - IA CON JAMB INSTALLATION DETAIL. EXTERIOR PANE INTERLOCK WOOD FRAMING.OR:2X.BUCK INSTALLATION HOOK.STRIP INSTALLATION MASONRY/ CONCRETE MIN, . Tr PE t 8 WOOD WOOD SCREW FRAMING. TRIM ByOTHERS -INTERIOR 4,"' '• 4 MAX. jfi MIN: DM SHIMSPACE: EMB ANTERIOR 16 MIN-- EDG' E DISTANCE HOCK YI , tf 1. t0 ` AGOD. IC 5EC F DRILLING - SCREW( S REW NEI EXTERIOR PANEL INTERLOCK. EXTERIOR tiTF?::CK EXTERIOR INTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING METALSTRUCTURE- MI WINDOWS AND DOORS LLC tttulr rt, VERTICAL CROSS SECTION 1001 W. CROSBY RD k -4; l / WOOD FRAMING ORZXSUCK INSTALLATION CARROLLTON, TX 75006 FOR SILL INSTALLATION SEE SHEETS 4-9. SERIES 420 REINFORCED SG0 NOTES: x 96" t.fNTEAIOAANDEXTERIORFlNfSHES{:BYOTHERS, OK NAILFIN & HOOK INSTALLATIONDETAILSE.O ; NOT SHOWN FORCLARITY. 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNEDINACCORDANQEWITH,AS7ME2112 F. A, 08-00499 C t\ F NTS aT 02I23f09 SHe10 OF 10 I//IftltttllZ L. Roberto Lomas P.E. 233 W. Main st. Danville; VA 24541. 434-688-0609 rilomas@Irlomaspe;com Manufacturer; IVII windows and Doors LLC 1001 W; Crosby Road Carrollton, TX 75006 Product Lino: Series 420 Reinforced Aluminum SGD 96"x96" Engineering Evaluation Report Report No. 610806B Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance. per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida BuildingCode. Supporting Technical Documentation: 1. Approval document: drawing number 08-00499 Revision C, titled Series 420 Reinforced Aluminum SGD', prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-119 signed by Wesley W. ilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/ CSA 10111S.2/A440=05 Design pressure: t40.0psf Water penetration resistance 6.0psf 3. Report No.: C1716.03-109-41signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMA/ WDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.0psf Water penetration resistance 3.76psf 4., Anchor calculations, report number 510806-1B, prepared, signed and sealed by Luis Roberto Lomas P.E., Limitations and Conditions of use: Maximum design pressure: t40.Opsf Maximum unit size: 96" x 96" Approved configurations: OX, XO, XX, XP, PX, XIP and PIX Units must be glazed per ASTM E 1300-04., see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00499,. Revision C. Certification of Independence: Please .note that I don't have nor will acquire a financial interest. in any company manufacturing or distributing the products) for which this report is being: issued. Also, I don't have nor will :acgOre a financial interest in any other entity. involved inl,the approval process of the listed product(s.). 1 of 1 Luis R. Lomas, P.E., FL No.: 625-14 12/ 04/2013 f L(SF" Page 1 of 4FloridaBuildingCodeOnline g if BCIS Home Log In User Registration i Hot Topic Submit Surcharge i Stals & Facts i Publications FBC Staff 805 Site Map I Links Search j Basins Product Approval pi SS1 USER: Public User Regulabon FL # FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certlficate of Independence Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.jbyner@amarr.com Brandon Gentle brandon.genfle@amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336) 251-1308 brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report From a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 J=I 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 validadon Emil Yes No -N/A FLS301 Rfi OOC FBC'Stit EdHion Afiinnn .Fj 5302-1i5.g. Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL # Modell, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 it IR 4000 1 i6-1i 6mwlrto 7-10 FLQdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004BS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports _ Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. U5302 R6 AE IRC,=6009-110-11 Report 7-10 FL udf Glazing option shall not be used in wind-bome debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions. . Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-100-11 drawino140 maied.ndf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. 5i02 R6 AE IRC-6009-100=11 report 7-10 sealed:ndf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Dwg. IRC-6009-120-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions . Approved for use in HVHZ: No 302 R6 IIIRC-60I09-IMA Drawing 7-10 FL.odf. Verified By: TON SHELMERDINE 0048579Approvedforuseoutside; HVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. M302 R6 AE IRC-6tp9-120-15 &aort7-.10 Flizd; Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. 5302. 4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions.... .. Approved for use in HVHZ: No FL5302 R6. i1 :IRC=6009-130-15 Drawino 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 -R6 AE 21tC 600 1364S & 0117 D1 FLDdfGlazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially -enclosed or door is a' — - - - replacement door. 5302. 5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) I .. Limits of Use Installation Instructions Approved for use in HVHZ: No W3Q2 R§ II 4RC=6009=140-15°Dra i is 7-10 FLDdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. FL5302 R1AE tRC-6009-140-i5 Report 7-10.FL.odf Created by Independent Third Party: Yes 5302.6 Stratford (M600); Heritage (M950);. Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes W2, A6 11 IRC ` 69 1 b-fg Wiwitib 746 FL ndf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. Evaluation Reports FL530Z R6 AE IRC-fi009 i50 1S > 7.10 FI. »df Glazing option shall not be used in wind-borne debris region Created by Independent Third Party'Yes unless structure is designed as partially enclosed or door is a' replacement door. 5302. 7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes fLSR02. R6_II ,IRI'- 169_15 Drag/Ino 7 10fL Ddf, Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Other: Design Pressure +45,3/-51.2, Not for use in HVHZ Evaluation Reports 4= 02 Rb A IRC-6004-i69-1S Report 7-10 FL.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No L MR6 IF La[-6016 100-15 DriAk 7-10 FL II Approved for use outside HVHZ: Yes Verfed By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: + 15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. 60 ML5302 R6AEIRC-i 6-i00-IS Report 7 IO fLpdfGlazing option shall not be used in wind-borne debris region Created by Independent Third Party;Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide: Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions 430?R6 Ii" IRC-()b164i0-15 DrayA667-10-171.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation. Reports , ... Created by Independent Third Party: Yes 5302.10 Stratford (M600); Heritage (M950); Dwg.. IRC76016-120-15, 10' Thru 16'.wide: Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 21.8/-24.8 Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions. HM02 R6' It IRC'-01 j1126-15 Daksg 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports cl 44n7 RA :Ar- TAC-601&120-15 Renorf "7-10 FL.Ddf . Created by Independent Third Party; Yes 5302.11 Stratford (M600); Heritage (M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit ( M650) Limits of Use ` Installation Instructions. Approved for use in HVHZ: No Approved for use outside HVHZ: Yes an3 c` R11R1RC 16=1Sig-1 nvi tana 7-1fiFL.Ddf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +25. 6/-29.1 Evaluation Reports R6 Af ii2C- 60A,130-15 ROgod.7-10 FLDd Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. FLSM Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 12 Stratford ( M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https:l/www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.11-33.8, Not for use in HVHZ. Glazing option-, shall not e used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions VerifiedBy TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports, F 5302-R6.:AE IAC4Oi6-140-11 reoort...7-10.seated.,odt CreatedbyIndependent Thi rd Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 29.7/-33.8 Other: Design Pressure +29.7/-33:8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions fLS302 R! i 37 iT3C=6U16441344 drawlnu'%A Semi xdf VerifiedBy: TOM SH'ELMERDINE 0048519 Created by Independent Third Party: Yes Evaluation Reports . . FLS202 R6 AE IRe fi016-140-24 reoort 710 seated ndf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6OiI5445-24, 10' Thru 16' wide. Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 31.9/-37.2 Other: Design Pressure +31.9/-37.2, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Created by Independent Third Party: Yes Evaluation Reports , . fL5302 R6 AE :IRC-6}}6 145-24 report,7 .10 swIW.ndf Created by Independent Third Paley: Yes 5302.15 Stratford (M600)•, Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Fl?S3Zi 3L. b$ 1t4:1 1%ca1 1+1 0 FL If Verified By: TOM SHELMERDINE 00485,19 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.16 Stratford (M600); Heritage (M950); I Dwg. IRC-6018-120-15, 16'2 thru 18' wide Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 21,6%-24.5 Other: Design pressure +21.6/-24.5, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a Installation Instructions FL5302, R6 : II IRC-b018420-f5 DravAng 7.10 FL: odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302, R6 AE' IRC-6018-120-15-Re66rt.7AG0 FlLmdf Created by Independent Third Party: Yes P est Contact us ::. 1!Q North " 4ri+. 7lliiiI of r-.a: Pliblle:.$50.181.19N; The State of Florida is an AA/EEO employer._ ttgvNoht'2067]QT3"State of.ftoNRa,.:: Prbracv Statement ::-AcoesslbflRv StateewK :: Refund Statement Under Florida law, email addresses are public records: if you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. Ifyou have any questions, please contact 850.487.1395. "Pursuant to Seddon 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee.: However email addresses are public record. If you do not wish to sup* a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here.. Product Approval Accepts: Cra:d' tt- ,Arr1 https://www. floridabuilding.org/p r app dtl.aspx?param=wGEVXQwtDaiml,7seVZMF... 7/20/2015 INJIUt tLG Yr\Ilvry .3. —A. STRUT ATTACHED V/' " M 114x 3/4• 4. 4A: pj3A5AT.E'. HEX HEAD SCREVS Q1iDE ItITA"„SRp AT END AND CENTER Vi: tC 3li 4 LY STALES 3. 2" STRUTS HEIf NEA ATTACHED W/ (2): NBA DURASAFE 1/ 4' 3/4' HF.%.-"110LE'R CARRIERS ATTACHED EACNSEND STTSTILE M END STILE V/ 2) V4• 3/4' HEX HEAD SCREWS FEN CARRIER E• 7-BALL STEM UR NYLON SHORT STEM ROLLERS V/ 1/16' RETAINER FOR AQa- THREADED SHAFTS T. 7_ TPtEAL. mmg-Y B M 3 - F AIEJAYB BRAfmXEro dAMB 2Xb SW BETTER) zD CA COMER O? D 6Rt' 7/ t e• OV. TioLT fgrlD DELI AM rM (T) rrV yyLL yk77N[,,RA{ RIVETS TRACNYlliibalJB A11.. . RACK MQUNTINC DETAIL_ N, LS ATION A'L BOLTS A NUTS IV DIA 1 1-5/b• TROT I.:I ]1441DGMIME X TRACKCONFIGURATION FOR S'S' UP TO T4•" TALL DOORS, N. . l' K 3/4' SCREWS VEHT)' OF UNOBSTRUCTED D lILYY NA AIR FLOW EACIL 0p1T. SEL R(TADRA .0 B[J'TOK ARACI(ET M/ CONL O7N SEK ' D Y.. •r N 6A. TIOCK ATTACHED E SDDI HEX HEAD scREWSC. n % tfif.07) vs 1 t% ... - _.. MAX SIZE6' WIDTH 14' HEIGHT L ..... SIp POLE -- - V/ YA6'-1R1- 111a S N nv AIFAit `../rMuao: sHArrs .. T' pauYc t rT-tr- f^ T;T1 DESIGN WADS z . 24.8 PSFYE5t l0ACS c . 1 r` x,,• p9 TWO f21WEVs OR ' THREE 13) '... VENTS EQUALS 15 SQ, DP'HES 3712 PS FL OPTIDT1Al.V M p6.TA TC£il 11EJI; Q OF TESTING WAS IN SUBSTANTIAL C0NK0RMANGE WIN THE 3+kOCr0W .DESCRIM IN ASTM E=ANC ANSI/ ASMA 108. TiE PRESSURES SHM ON DRAWiNO$ WERE CALCULATED USING ASCE 7-10 WITH THE 61:1 *Nd PARAMETERS ( 5 FEET OF DOOR WIUTH IN THE tN ZONE. ROOF At, My SLOP) NND SPEED MH 4 EXPOSURE LE8.:' C '.0 0 D NEAN. ROtlF HEIGW T: 30' 1.. 15' 1 25' I 13 ..- 25 6 gECHWA %AND Naas u Rlry THE ( K KAM1L Aa[%, 011 TRIDf THE LOIDN ISOawD EEATCK dlA1B5. irl(t T {fFMAWaTIC14aN 'igw'1WBilroaon' NN DCAL duesAFfEIVFS NAQNt1 znw 1a S DOM AND HYM AAgE Bl1 OL9 HVA FACgA ED ND N1TAum rDl sTu oAaD1 s TM E oAau. a, tro4R SSCT sNAat BS a.A a, L w (.MS.) AMID rm uar cDIr1aQAL —uTT PVPMme ov— tm1 DI CUOMO WNA.R — —1 WduTm w Tlrs nAA.Ne w Am a+ro oTHm LoAwws,. 6 R13FA iQ iA 1a. 0 oN M. PAGE SELq ADRnaNR. DOCrt RDTNS Aw c'd Dfi9R1 R2A4ME5- Trtt 1'Fl\f 165 CAMAQE Cam MODEL /85D OAK MODEL 0606 smi MODEL' /l15D" FE6ItT4 Shor4 L9n '.' nuo 4 I DRAW BT au DALE D WD By AAE I Ott DT A106 M AR Btl10Et'+ iif6Jl2 RR L ELF L, P—Al', AM MAW 6016••120-1 10a 1/2' EMBEDMENT) i IM . ARf D:_USE PAIRS OF FASTENERS TTJ' APAt1T5 AT jZ aC, -(I' • EMBEIIIrYlTY .. . W4 KVIK-GW 11 St81ESI,{ STARi1NG 6 FROM ENDS, USE PAIRS OF i.IdTtll (3' AOART> AT tV. O.0 (1 fiW... Wl"DMENT) EMBEDMENT) , USE FASTENERS FOR HT1t10V 1-90 8LUCK) AND PROVIDE A FLUSH MOUNTING SURFACE. rnUMISPREPARATIONVODBELAGS BVROTHERSo W CIPY,REY-m- 3tKG:. 471M3GTt11 HOtLGW'tUIC GROUTED P.LOC TR3IGTU+S- STRUCTURE 1/2' MIN E-3 Id/7t' MIN. I.. 4' PkL .IANA 41 IONS lT 1 MVPIp A .. r ATTNEAO'EO -.. _. r41 arr, Ncx; Iae. uREWs wo curtae.>rrna. OPTIONAL SHORT PANEL INTERMEDIATE GLAZED SECTION (STRUT AND.STD.E LAYDUT) 11 E TOP cxEq WVW Io she. LONG PANcL GL FASFASTENER DETAIL. SHORT PANEL 0.A2I FASTENER ETAIL - -- -'"-" NTS. GAGG Ioo (?`R`[gYio1_ fo SECTION N? NG MEETSVASTM8E13 0=0V4 8 8 i EGIai iwn. v1wo6WFRAME OPTIONAL D=0 INSERTS VMTlt. UV";PROIECpON VATH UV PROTECTION 3/ 32" TTIICK SS9 IEV- DDWIIDM OF frAW I UWABD BOIIDY _.. 1pl n W M R J 'AAv M4 K0/?}WR SK0 m.6 ..... ApO1t a f!4'.Awt'r•D NOIDED INSIDE FRC - O I AT lOR ANb AVVOr 1DOD 1tu SECTIONB— B M6L KDJ 80IEiflD AVED u10 B AoxTs AVAILABLE TRAQ( CONROUR.4TIONS N, Ts.. it 4F spa tot" Loots , _ ts; r2l:B PSF L 24. 8 PSF ES s- IST L.1 a ru2,7 PSF 'A 37. 2 FSF FL 41 cARRI vZ foA+r VBSTOrn MODEL # 650`OAK SUMMIT MODEL 0600 PFAWOM) MODEL # 950 REWAG *' Shoff, Loa . "t"b A as! 9D'. ORAfX 8T [t) DALE OIJIS/Dl T6 Ud twTT 011 aP2 ItR b y l tl A xc eT>os nreSefe Ce$ aiP. sate nBelt Paay'A DRAW amm IRC- 6016-120-15 SIM 2 OF 3 UCTURAL SOLUTIONS, P.A. ructuraI EngIneerIng .6 Inv estJgatIons . ConsuitIng GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No. MtQ 6016-120_15 Test. Date::1U8/2612 Project No,:] 12-114 Design Pressures: 21....8 psf, -24.8 psf Report Date:.12/6/2012 Model #: 600 Test Pressures: 32.7 psf, -371 :psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: U to..5.. Feet of Door Width in Zone 5.; AnyRoof $lo.. e; Enclose_. Building Ex . B; 30' i 1m E . C, IF MRH . Ex .. C, 25' MRH Exp. D,15' MRH ; Exp. D.,25' MRH 155 mph 1 141 mph 134 Mph 128 mph 122 mph Witnessed By: JBrandon Genfle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Spec'tm6: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at, each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testne: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595 A 1. The specimen was tested for static pressure structural performance insubstantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. S.tep-I.:_Preload-the-door_to-5-0%_of_the_Design.Pressure-and.hold forl0-seconds.-S.tep2: Unload -the door-for-Lto-5-minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative.pressure. Observations No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary A 16'-0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By. comparison to the construction of the 16'-0 "x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattem m the skin ) Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are altemate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8'0 or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed glass minimum - meets ASTM E1300-04).may be installed in 1 section Submitted By: STRUC2TlR4L SOLUTIONS, P.A. (Florida_ dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenues Greensboro, North Carolina 27410 a (336) 856-2686'• Fax (336) 856-2687 r NC Finn #C-1096 Florida Building Code Online FL17676.9 Page 1 of 4 r ij pn ' "flQrii ifW. BCIS Home ( Log In j User Registration i Hot Topics Submit Surchame Stats & Facts Publications : FBC Staff BQS Site Map s Links search Busines I, Professional Product Approval USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 of Products FL # I Model, Number or Name I Description 17676.1 13540 SH 136x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.0df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.0df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.0df Verified By: American Architectural Manufacturers Association Created by Independent Third Party: floridabuilding.org/pr/pr_app_ il.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 A' Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17G76 R2 II 08-01372 511989.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72,pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 1I.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports ti htts:Hfloridabuildin or / r/ r_a dtl.as x? aram=wGEVX wtD vFGYZs rZFR6fGl... 5/26/2016 Pg• g P P PP_ P P Q q J Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.0df Approved for use outside HVHZ: Yes Quality Assurance, Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 13540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84 odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.pdfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 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 mall. 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: Credit Ard https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 ValidatorI Operations AdrAinlstmWr) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 1.703"370 Attn: Rick Sawdey AWA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION Tire primWotdescribentl beliw is hereby approves! for:iistkig> in;the next issue of ftie AAti Certified Piioduels fliredory: The approval is based, on sucbessful wripietion of tests, and the reporting to the AdminlsW- or of the results ot.ipsts, a=rnpanied by Mated drawings; by an. AAMA Accredited Laboratory. 1. The listin0 below will be added to the next published AAMA Certified Pnxiucts Directory. SPECIFICATION RECORD OF PRODUCTTESTEDAAMAIWRMA(CSA1t111LS.?JA4+f0-08 LC-PG40'-914x2134 (3ftU)-K Negative Design Pressure = -50 pst COMPANY AND CODE CPD NO. SERIES MODEL'$ PRODUCT DESCRtPitON MAXIMUM -SIZE TESTED 3540 SH (FINLESS) FRAME SASH hill Windows&Doors, LLC 7157 PVCXOrA)(IG?(INS GI.) 914 ntrlt x Z1 .4 mm 861 mr>:t.X $92 mm Cade MTL REINF)(TILT)(ASTM) 3-0" x 7-0") 2110" x 2'11") 2-This.Gertification .will expire July 27, 2020 (extended from July 27,1015 per AAMA 103-14a) and te4pires validation until. then by continued listing in the current AAMA Certified Products Directory. 3.. Product Tested and Reported by; Architectural Testing, Inc. Report Flo.:. B1910.0110947 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification oc ted Laboratories, Inc. Authorized for Certification T Ameri.Architectural Manufacturers Association ti 36" MAX. .. J FRAME WIDTH j i ANCHC',RS r0 BE EUL.ALL'' SPACED. SEE ANCHOR CFIART: SHEEE::11 FOR UNli' SIZE AND ANCHOR i;' tJANTITY O EI4° MAX. j FRAME: HEIGHT X I I L...... ..... MAX. --- SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RAT7NO 40. 01-50.OPSF NONE Number of anchors rrequ at each jamb Height In) Panel width in 24. 0 1 30.0 1 38.0 24. 0 2 1 2 1 2 36. 0 2 2 2 36. 0 3 3 3 41. 0. 3 _. 3 -. 3 48. 0 3 3 3 4. 0 3 3. 4 60. 0 4 4 4 08. 0 4 4 4 72. 0 4- - 4 5 78, 0 4 4 5 84. 0 4 5 5 TABLE. OF.. COJ1EINI..''..........._..._.__........... SHEET NO. DESCRIPTION i ELEVATIONS, ANCHORING E.AYOUCS AND NOTES 2. -- 3 INSTAL.A'110N DETAILS Rd_ NgVONS DESCRPMN I DA.tE I APPROvED NO- i'PS: 1) -' FIE PRODUCT' SHOWN HEREIN EINi DE:SIGNED AND MANUF;ACTURE'oTO COMPLY WITH REQUIREMENTS OF 'THE FLORIDA BUILDING CODE. 2) ' SNOOD FRAMING .AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED TO Pf? OPERLY TRANSFER ALL LOADS TO STI,!ucrURE. FRAMING AND 'MASONRY OPENING 15 'THE. RESPONSIBILITY OF THE: ARCHI'EE':C:T OR ENGINEER OF RECORD. 3) 1X. BUCK OVER MASONRY/CONCPETE: IS OE IIONAL. WHERE 1X EUCK IS NO' USED DISSIMILAR' MA.TrRIAL S MUST BrE SEPARATED 'NLTFI APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEM3R.'}NE IS THE RESPONSIBILITY Or THE'. ARCH'i'E CT OR ENGINEER Or EeE;C;OFap. 4) AL LOWABI-E STRESS INCREASE OF. 1/3 WAS NOT USED IN "THE DE`,31(3Ia OF THE PRODUCT SHOWN HEREIN. !KIND L..ON.) DURATION FACTOR C:d-1.6 WAS USED FOR; WOOD ANCHOR CALCULATIONS. 5 FRAM,E MATERIAL: EXTRUDED RIGID PVC, 6} SASH UNITS MUST BE REINFORCED WITH GVL- 451-01G• STEEL. REINFORCEMENT. MFFTINC RAILS MUST BE TEINFORCED WITH RF--104S-02Q STF..EL. REINFORCEMENT. 7) I;INI'T'S MUST' HE GLAZ..FD PER ASJM E:1300-._04. 8) APPROVED IMPACT PROTECTIVE' SYSTEM 1j_P-:1LQffR_M E"C)R THIS PRODUCT W WIND C• - c BORNEDFE3Ric RF..>UN_. 9) SHIM AS REQUIRED A'1' EACH INSTAI..I.A11ON ANCHOR WITH LOAD BEARING SHIM. SHIM `' HERE SPACE 01: 1 /16" OR GREATER OCCURS. MAXEMUm ALLOWABLE ! ILA STACK. TO BE 1/4". 10) FOR ANCHORING INTO A4ASONRY/CONC:RETE: uSE 3/16' TAi)CONS WITH S1JF9'ICIE:N1 LENGTH 10 ACFTLEVE A 1 1/4" MINIMUM EMBEDMENT' INTO SUBSTRATE` WITH 2 5/ 8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION D'cTAIL.S. - I' I FOR ANCHORING INTO `HOOD FRAMING OR 2X BUCK USE #8 WOOD SCREW WITH Sl.) FFICIENT LENGTH TO ACH!E'JE: A 1 .:3%16" MINLMUA EE:•1BE:EHv1ENT INTi:7 SUB', 7TRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS, AND IN STALLA'T10N DETAILS. 1 2) ALL FASTENERS 10 BE CORROSION RESISTANT. 13) INSTALLATION ANCHORS SHALL BE. INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION !NSTRUr TION S. AND ANCHORS ` HAIJ.. NOT BE. USED IN SUBSTRAt-, WITH 5'RENGTHS LF,S:i THAN THE MINIMLNv STRENGTH SPECIFIED BELOW: A. WOOD — MINIMI.W. SPFC11PC GRAV!TY OF C=,O.42 8. CONC:F7ETE MINIMUM COMPRESSIVE S'TRENGI'H OF 3,192 PSI. C: MASONRY -- STRENGTH CONFORMANCE TO ASTM C- 90, C;RAT.!E: N, TY'PF_ 1 (OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS uuE r/11h/i 650 WEST G ANT'Z, PA A1R703050370r Z. 4F Co F N q tF! k4 0 6 • * r SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED NON —IMPACT D 84 ELEVATION, ANCHORING LAYOUT ANNOTES V.L. 08-01372 ti`` E NTSOATS10/17/11 5"E'T1 OF 3 1 RE"310N 3 2X py o-,HERs, 2x BuCK TO BE PPCP'1'.l SECUR,710) FLAW,'C TO Ljr. M, A X. 1 4" MAXq /4" j . ..... N PIJ) 01: . . ................ APPRC;VE,-1- SEA1 'T S 1! I'l N! 9 1, E: N 1 II BE SE1 I A B D OF Af-Ili t !"i4 WOOD J INTERIOR x. . . . . . OFHER**t 21k f.IUCK TO Q0. BY H PROPERLY SECURr-DEXTERIORINTERIOR 5XTER.I.O.R. F_T1N BEID O;P' SILL TO r3f: "SE T APPROVI-P LAN- HORIZONTAL CROSS SECTION OF APPROVEDDF. D 2K BUCK/WOOD FRAMING INSTALLATION A:0HE',-.i1VE 1 /4't IA)%X. SET IN ilm 0 1: f: ARPROVED S'EAI AN ir. lFXTUK)R RN SHES, BY .4( lNTEI-,'!()R AND JOT CJ,ARf:Y. 1,J MI WINDOWS AND DOORS 2X BUCIUVV0,00 '-P`0,XNG N_ a ? . CAL CROSS SECTION 650 WEST' MARKET STREET 4, VERTICAL .. .. .. ..... ......... .. Y 0-TH' - *P`,-;, 2X 2X 0 .. U . C . KI . WO . 0 . D F . R . A - . ..................... GRANTZ, PA 17030-0370 FE [qq -.'4 BE FROPERLY SECURED MING INSTALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS 4oTAT OF 0. zoll UVLa. 08-01372 flit I W\ NTS 10/17/11 2 OF 3 MA ONGREHE.' 13Y OTHERS tiPT"'NAL lX BUCK BY 0; HE(*6, !X BUCK '10 BE 0 1 SECUREf). aU..E NC.rr'F 3 SHNEF I l:LANGE TO BE Sf.;N BED OF APPROVED SEALANT EXTERIOR FLANGE BE SEUM BI:() OF: A,-,PP')',iEO SEAIJNT QlPT10NP%L ',X RUCK By, OTIHEIR'S, 1X HUCK 10 BE PROPERILY SECUREI), SFEY' NOTE I!, SHOT 1 5 M H EV,, j0 B 1: Si E' IN A RFDAPPROVED CONSfRUCTiON ,-.; rAi.ANT INTERIOR I .................... - B- SEii' IN E DOFAPD tlCADHESIV' ONS' IR1/l," MAX HIM I.... VERTICAL CROSS SECTION MASONRY/CONCRETE INSTALLATION DESCRIM)k 1 '4' NON. il/4! MAX. 5 Ry OTI... 51 INTERIOR. y.......... .. .. ...... 2 5/ 8" MiN. 2 ............ . 1 ...................... OP110NAL ',X BUICK BY EXTERIOR 0 T i.1 .... . ............. TO BE P',IPERLY SECUPET). -SEF FLA N G. E TO BE ql,,'TE 3 SHEET I S 1 . IN PEE`, 'C',F AP.i' R,-.)vF.r) SEALANT HORIZONTAL CROSS SECTION MASONRY/CONCRETE INSTALLATION MTF* I A-PR.M. F) NOTE: INTERII,) R AND F.,X'IER!,',)R B'r OfffPS, M AS 0 1, 11 Y/ CO N',-. R El E , rr R CLARITY. BY '. 0 NOT ,HOVV^ 1 HF. MI WINDOWS AND DOORS 650 WEST MARKET* STREET IR .. L N N.% rEN,* GRANTZ. PA17030-0370 tp SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 0 zOrw, STEEL REINFORCED — NON —IMPACT 36" X 84 Ui - INSTALLATION DETAILSOR0 V. L.' 08 1372 N NTS lf" TY: 10/17/11 3 OF 3 7 IN co' '" jt • tp ry : p t . ?F1 Q GO 10 ro D 04 CLa'c'1cL ma-_ c a to (1) , Ail r 01Z 3 0'o a y y Ma`am j tII W W @;. N G. t4 Cr m a f mCc ca 0 a CA CD N T7 R . o. co $: z m g d CD, H• Ot i o DC" NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS, MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK 1-0 BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM 1S REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 1/8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 I NOTES 2 i ELEVATIONS 3 — 7 INSTALLATION DETAILS 18644.03 1 REVISIONS I REV I DESCRIPTION I CATE I APPROVED 15. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. ALL FASTENERS TO BE CORROSION RESISTANT. 18. 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 GRAVIIY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C.MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 16GA (.060" THICK), 33KSI OR ALUMINUM 6063—T5 .058" THICK MINIMUM 19. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 20.THIS PRODUCT IS ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500PWCHS, 350OPWMULL, 3500SP, 354OPW, 3540PWMULL, 3540PWCHS. 354OSP, 358OPW, 3580PWMULL, 358OSP, S-350OPW, S-350OPWMULL, S-350OPWCHS, S-3500SP, S-354OPW, S-3540SP, S-354OPWCHS, 1255PW, 1255PWCHS, 1255PWMULL, 128OPW, 91OSP, 3500HPPW, 3500HPPWMULL AND 3500HPSP. 4D( _v_ Tr_k 4 L SIGNED: 0211112016 MI WINDOWS AND DOORS 51R.Ilo ii/ 650 WEST MARKET STREET\\\ 1!9// GRATZ, PA 17030-0370 GENSF •S' 0y5/11 SERIES3500PICTUREWINDOW60" X 96" NON —IMPACT fl (fx6 s DI NOTES 0 • STATES OF tti p:, A".' C ORIOP G\\ DRAWN: D'NC NO. REV N. N.G. 08 s0285s AE02/02/16 1 OF 6 60" MAX. FRAME WIDTH 6" MAX } 24" MAX. O.C. -- I--- 6" MAX 96" MAX. FRAME HEIGHT SERIES 3500 PICTURE WINDOW EXTERIOR VIEW FINLESS & FLANGE INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 56" X 92" 2. (2) 1/4" X 1/2" WEEPSLOT AT 2 1/2" FROM END GLAZING CHANNEL. 3. (2) 1" X 1/8" WEEPSLOT AT 2 1/2" FROM EDGE OF SILL FACE SEE CHART #1 FOR NUMBERS OF ANCHORS REVISIONS I REV I DESCRIPTION I DATE. I APPROVED CHART#1 Number of anchor locations required Frame Framo width (in) Height in) 36.00 Head Jamb 42.00 Head Jamb 48.00 Head Jamb 54.00 Head Jamb 60.00 Head Jamb 66.00 Head Jamb 72.00 Head Jamb 1 78.00 Head Jamb 84.00 Head Jamb 90.00 Head Jamb 96.00 Head Jamb 24.00 2 2 3 2 3 2 3 2 3 2 4 2 4 1 2 1 4 2 4 2 5 1 2 1 5 2 30.00 2 2 3 2 3 2 3 2 3 2 4 2 4 2 4 2 4 2 5 2 1 5 2 36.00 2 2 3 2 3 2 3 2 3 2 4 2 4 2 4 2 4 2 5 2 1 5 2 42.00 2 3 3 3 3 3 3 3 3 3 4 3 4 3 4 3 4 3 5 3 1 5 3 48.00 2 3 3 3 3 3 3 3 3 3 4 3 4 3 4 3 4 4 3 3 5 3 5 3 54.00 2 3 3 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 60.00 2 3 3 3 1 3 3 3 3 3 3 4 3 4 3 4 3 1 5 3 5 3 5 3 66.00 2 4 3 4 3 4 1 4 3 4 4 4 4 4 4 4 5 14 72.00 2 4 3 4 3 4 3 4 3 4 4 4 4 4 4 4 78.00 2 4 3 4 3 4 3 4 4 4 4 4 84.00 2 4 3 4 3 4 3 4 3 5 4 5 90.00 2 5 3 5 3 5 3 5 3 5 12 6L44o W SIGNED: 0211112016 M650WINDOWESTS R 11L09// KND yD00RS J\S GRATZ, PA 17030-0370 r,•GENS ,d" SERIES 3500 PICTURE WINDOW 60" X 96" NON —IMPACT Q y{/4rj7 ELEVATIONS 1TATOFtom` DRAVIN: G. N. DWG NO. 08 REV s02858EOATENTS02/02/16 2 OF 6 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 7/16" MIN EDGE DISTANCE 1 1/4" MIN METAL EMBEDMENI STRICTURE BY OTHERS APPROVED I SEALANT SHIM SPACE 8 WOOD SCREW EXTERIOR INTERIOR SILT_ TO BE SET IN A BED OF APPROVED SEALANT 1BACKER ROD 4" MAX. APPROVED HIM SPACE SEALANT METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 5/ 8" MIN EDGE DISTANCE 1/ 4" MAX. SHIM SPACE 1 1/4" MIN EMBEDMENT 7/ 16" MIN. EDGE DISTANCE REVISIONS DESCRIPTION DATE APPROVED 1/ 4" MAX. FSHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4" MAX. 1/ 4" MAX. SHIM SPACE SHIM SPACE INTERIOR 5/ 8" MIN. o EDGE DISTANCE 8 SMSI OR SELF DRILLING rll III VERTICAL CROSS SECTION scREws IJuIJ METAL STRUCTURE INSTALLATION METAL 4 STRUCTURE BY OTHERS d• . 18) V 1ss BACKER ROD EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL 8 WOOD 8 EMS OR SCREW SELF DRILLING SCREWS WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT METAL STRUCTURE INSTALLATION SIGNED: 0211112016 Msso WINDOESTWSR IIL0 q% KNDSTREETGRATZ, PA 17030-0370 v••GENS y SERIES 3500 PICTURE WINDOW 0 5 * 60" X 96" NON-IMPACT p+G[ltiJ FINLESS INSTALLATION DETAILS0•• TAT OF z 6-1 N: DWG No. Re N. G. 08-02858 ONAl1E SCALEDATESHEETNTS02/02/16 3 OF 6 2 1/2" MIN EDGE DISTANCE CONCRETE/MASONRY BY OTHERS a a d° 1 1/4" MIN. d OPTIONAL 1X BUCK ° ° EMBEDMENT SEE NOTES 3 - 7 ° SHEET 1 00BACKERROD 1/4" MAX. APPROVED SHIM SPACESEALANT EXTERIOR 3/16" TAPCON INTERIOR SILL TO BE SET AN A BED OF BACKER RODB APPROVED SEALANT APPROVED SEALANT o 1/4" MAX, OPTIONAL IX BUCK Fl SHIM SPACE SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY BY OTHERS d a a• VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION CONCRETE/MASONRY - BY OTHERS ---` OPTIONAL 1 X BUCK SEE NOTES 3 - 7 ' SHEET 1 -` 3/16" TAPCON ° 1CpptWU 2 1/2" ° MIN. EDGE a ° DISTANCE BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION REVISIONS REV DESCRIMION I OATS APPROVED 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR 1. NOTES: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, A , / t v_b 8v. NOT SHOWN FOR CLARITY. }}••••777 (•K"— 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON -IMPACT FINLESS INSTALLATION DETAILS DRAWN: DWG NO. N.G. 08-02858 SCALE NTS I —A 02/02/16 ISHEET4 OF 6 SIGNED: 0211112016 5 1Vt 1L D% XCENSF9cP/ 00 61 * O'. TAT- OF ss DNAI. 7/16" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK METAL BY OTHERS 1 1/4" MIN STRUCTURE EMBEDMENTA--r BY OTHERS APPROVED SEALANT BACKER ROD MAX. SEALANTSHIM APPROVED1/4" SPACE EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 8 WOOD SCREW EXTERIOR INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE SEALANT METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 5/8" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE 1 1/4" MIN EMBEDMENT T 7/16"MIN._ EDGE DISTANCE 8 WOOD 8 SMS OR SCREW SELF DRILLING SCREWS WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT 1/4" MAX 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. HIM SPACE SHIM SPACE T 5/8" MIN. I INTERIOR EDGE DIIISTANC4BB8SMSOR SELF DRILLING SCREWSMETALSTRUCTURE BY OTHERS EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0211112016 2 1/2" MIN EDGE DISTANCE CONCRETE/MASONRY BY OTHERS Y ° a° 1 1/4" MIN. OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 OO BACKER ROD 1/ 4" MAX._ APPROVED SHIM SPACE SEALANT o 0 EXTERIOR 3/ 16" TAPCON INTERIOR SILL TO BE SET IN A BED OF BACKER ROD APPROVED SEALANT APPROVED SEALANT o 0 1/ 4" MAX. OPTIONAL 1X BUCK SHIM SPACE SEE NOTE 3 — 7 OO SHEET 1 CONCRETE/ MASONRY_ BY OTHERS VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION CONCRETE/ MASONRY 1 1/4" MIN. BY OTHERS EMBEDMENT OPTIONAL 1X PUCK e f 1/4" MAX. SEE NOTES 3 — 7 SHIM SPACE SHEET 1 o° 3/ 16""I"APCON a" INTERIOR o an 2 1/2" MIN. : v EDGE DISTANCE BACKER ROD EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, G NOT SHOWN FOR CLARITY. ytt 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0211112016 Florida Building Code Online Page I of 3 18504.2 r: BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts t Publications ; FBC Staff BCIS Site Map € Links I Search r` Product Approval 1 USER: Public User 5*'M::rJkt'14P Product Approval Menu > Product or Aoolication Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Mullions Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE J Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 r Florida Building Code Online Page 3 of 3 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: MERE Credit Card Sw8 http s://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 T07 3/8" COMBINED WID"' W1-- V2. 3" 8 FRAME HEIGHT WINDOW WINDOW' MULLION L' /- 107 3/8'- COMBINE.D WIDTH 107 .3/8" COMBINED WIDTH r W1 . rWZ I. 83" // FRAME ' wNDOW /DOW HEIGHTMULLION SPAN) i I N1 ,-.... .... _.. W2--_........._. ll. A r WINDOW FRAME I WINDO- WINDO HEIGHT t` MULLION 5' N) I1f W1 If-- V(2 l o-! 3/8, COMBINED WIDTH Design preswm rating fAs1 Units.anehored to wood framing Mullion I span (1n) 18:13. 2¢ 50 uiary Width { in 3600 42- 00 48.00. 5213 25.00 130.0 130.0 130,0 130.0 130.0 13010 37238 130. 0 130.0 127.Z 127.0 127.0 127.0. 49,63 120,7 9d:3 77.9 738 72.1 72.0 62:00 924 T0:6 58 0 0/ 5 d8:6 47.4.. 85,63 86.5• 65:8 51.7: 473 4:4.4 430 72.00 77.8 587 45.6 41,4 38i6 374 84,00 62;i 45:0 33.1 29,1 26;3 224,9 107 3/ 8" COMBINED WIDTFI N1- I W2y FRAME Lim WINDOW HEIGHT MUi_ N) SPAN) i107 3/ a„ COMBINED WIDTH W 1-- W2- ................ WINDOWFRAME HEIGHT MULLION SPAN) l L ItW1 I- W2 107 a/ 8" COMBINED 'WIDTH REVISIONS REV DESCRI. TION DATE APPROVED A REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/ 8" COMBINED WIDTH W I .... _..... _............ W2 .........- ........ 83" WINDOW FRAME WINDOW HEIGHT LSD aF/ MULLION SPAN) W1 I f'- W2 - 107 3/ 8L::-" COMBINED WIDTH: APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED f 07 3I0" AS SHOWN HEREIN. Design premrre. rating (Ps9 Unitsanchoredinto masonry/ aofoomfe widt . 25 50 • 30:60 42- 0 4n 48. 00 $ 2.13 130X 130: 0 130,0 130.0 130.0. SrTributary i130.0 130.0 1300 130..0 13D.0' 130.0 130.0 130 0 130. tl 130.0 11 s. 4 87.8 7s 3 73.9 71 5 go;13 729 , 6S 5 6" 58.2_ 72,4 4.0 48.1: 44,0 42,0 45,0 33:1 29.1 26.3 24,9 ; LARGEAND SMALL MISSILE IMPACT, LEVEL D, ININO ZONE DJMENSJONISr IN CHARTARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWM: ONG NO. V.L. 08-01445 _ SCALE NTS 1117TE 01/11/12 ISHEET2 OF 3 SIGNED: 08107, 12015 IR Itto I.//' 30tA1E OF REV J+ F, t•0R`Qp` \ A f SsJONA i`G` L. Roberto Loinas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllom as@I rlomaspe-corn Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. • This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion, or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 1 don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 X111IIIaI//./// P, LO(// 0, 451, TAT OF jOR1 O. lill IONAhG\ lII11 Luis R. Lomas, P.E. FL No.: 62514 08/ 07/2015 Florida Building Code Online 1 Page 1 of 2 yt^[ds BCIS Home Log In User Registration I Hot Topics Submit Surcharge Stats & Facts I Publications FBC Stall BCIS Site Map' Links Search aUst ttCC(nes' 4 fVeI) Product SS ria Approval USER: Public User Regulation twRA Prooj t ailg? l Senn > t*udbvArw k ticrt Search > l6policatbn List > AAgllcOtlpri 6&0 I FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/ Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbldgconsuitants. wm Technical Representative Address/ Phone/Email 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 4, 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 Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received 1 01 C g5.EOI Qrtffi n f Independence. CertificateofIndependenceHv3 ..-..— G>O Referenced Standard and Year (of Standard) Standard Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 ACW AMERICAN CONSTRUCTION METALS 5140 West Cli fon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance with the 5th Edition (2014) 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 to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 7' x 7' batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS DESCRIPTION 7 ical elevations &, general notesP2, Panel details Soffit detailsRdesnpressures Soffitdols & desl n pressures Soffit detals, design pressures & bill. of matedais AMAINN 4- 012 (.011 S TH!CK) T- 014 (.01VTHICKl QUAD 4 Q4 C+ 4V21.01 Is -THICK) ta. 4014 (n13FTHICK) n 1r • 2'S uqn 11111111t! loll a 14 •• 0 c Em O Z c zmac5J Mgq i z AtI N. GXK. a1': LFS ,: DXAWING' t'da ¢ P Fl.— T 2019. f °a SXEEf T OF 5 n SPAN " A_ SPAN " A " ROOF CrvERHANG ROOF OVERHANG SPAR ROOF OVERHANG 1 333 z _° o mROOFHOOFROOF rr . F _ 6 m FRAMING FRAMING FRAMING rrr'' '"• * ```tip rer 11 111, > . O N m z ALUMINUM FASCIA z xa 0 FASR H SCIATRIM $ o °v tow LMU DR ` _ c NU 0R `. \ `,SOFFIT F C4IOt)D s vZSOFFIT_/{'-- J SUF Il' WOOD o SEEDETAIL"A- / FRAMED \3WOODPEDEFAIL"C' FRAMED SEE DETAIL "A FRAMED J2 SEEDETAIL "B" / .SEE.UEIAtl D" SEE DETAIL"C SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w I -CHANNELS SIDE VIEW - SINGLE SPAN w/]-CHANNEL Shown wl truW aming cantil ver) (Shown wl brumTrarning ranGlever) (Shown w/ truss/T antia>g canBlever) , n n nut SINGLE SPAN LENGTH A- DESIGN PRESSURE (PSI) POSITIVE NEGATIVE R 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 u' 38.5 38.5 ts' 30.0 30.0 TRIM NAIL ATTACHED i r{ v THROUGH FASCIA 016" O.C,MAX. NOTE: FOR SQUARE CUT OVERHANG, STAPLES INSTALLED @ 12" O.C. (INTO WOOD) TRIM BOTTOM OF FASCIA FLAT IN J-CHANNEL. SLOT OR T-NAIL @ 12" O.C. a a a nw vo AGAINST PANEL (INTO WOOD OR MASONRY) STAPLES INTO LOCATFRAMING 24" O.C. INTO FRAMING 11 o n a r a i 8 STAPLES LOCATED 24" O.C. RJTO FRAMING } 8: 11 n 8101 NOTE: WOOD FRAMING AND CONNECTIONS TO BE OR ENGINEER STAPLES INSTALLED @ ENDOFPANF. LAND A DESIGNED BY THE ARCHITECT OF RECORD 8" MAX. O.C. SEE DETAIL "J ", SHEET 5) 118" MAX. - 11', DETAIL " A" aFascia X ' _ STAPLES IN57ALLED @ 24" O.C. (INTO WOOD) t ON F-CHANNEL LEG OR T-NAIL @ I T O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 12' O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ 12" O.C. 1!8 MAX i0 INTO WOOD OR MASONRY) DETAIL " B " F- Channel 10` sao i' MAX... u m DETAIL rr C rr ti 4 S us' MAX. 5 J-Channel m o 1" MAX. leoey- a STAPLES INSTALLED @ 12" O.C. (INTO WOODJ ot(C 1 on IN J-CHANNEL SLOT OR T-NAIL @ 12" O.C. sc"iE ALT.S. 5 n rr DETAIL D Mr. a-- JK m SUBSTRATE NOTES: J- Channel 1. WOOD SUBSTRATE: G = 0.42 OR BETTER m Fascia 2. MASONRY SUBSTRATE:3,000 PSI CONCRETE (ACI301)0° K3OFORHOLLOWBLOCK (ASTM C90). n A DESCRIPTION MATERIAL 1 FASCIA .021 S' THK. AL. 3105 - H 14 ALUMINUM 2 J" CHANNEL .015S' THK. AL. 3105 - H24 ALUMINUM 3 F"CHANNEL.0155'THK.AL.3104-H19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR .0135" THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135' THICK) AL. 3105 ALUMINUM 7 15 x 1-3/,"TRIM NAIL S.S. 18" GA, X 1 j4" SS STAPLE w/ 7/B" MIN. EMBEDMENT) STEEL 9 7' X 7' BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B C- GROUP 1 EXT. 15132" PLYWOOD OR BETTER WOOD 11 097' DIA. T NAIL w/ 5/9' MIN. EMBEDMENT STEEL 12d X 3-1 /4" N.D. GAILY. STEEL COMMON NAIL 0 24" O.C. fw/ 1-3/4" MIN. FMB. 4 f"" R041 a ROOFCVERHANG SPAN " A. " -- ...... ic11 ,' ` o n 0 z V N oQ ROOF SEE DETAIL" B" y.- .c o c w FRAMING. jSHEET3) j N d § a I. rZ nS 12dX31f4" T EMU OR H.D. GALV. STEELWOUD COMMONNAIL024"O.C. SEEDETAIL"A" w/ I.3/4"MIN. EMB. PRAMEU jSHE=f 3) .. i/ +CONTINUOSEEDETAIL'H BATTEN @ C SPAN STAPLESINSTALLEDOSSTAPLESINSTALLE00 SIDE VIEW DOUBLE SPAN w BATTEN END OF PANEL AND END OF PANEL AND (Shawn wJ truss/framing antilever) W MAX. O.C. -- W MAX. O.C. SEE DETAIL "J ") "' " (SEE DETAIL "J ") SPAN A DETAIL " I rr DETAIL " H " 1 X2 VERTICAL FRAMING (G>=0.421 ATTACH w/ 2-9d COMMON NAILS 0 TOP TO ROOF FRAMING C. MAX. - MAIL"J" TWIN SPAN LENGTH w/CONTINUOUS BATTEN A" DESIGN PRESSURE (PSF) pOSRNE NEGATIVE 16" 70.0 70.0 tB" 66.5 66.5 29' 60.0 60.0 22° 54.5 54.5 24- 50.0 50.0 ROOF OVERHANG SEE DETAIL"G" SHEET 4) ROOF SEE NOTE 2FFtAtlll#G CHU OR SEE DETAIL 1. FRAMED SEE DETAIL " A" SHEET 3) 1 VA - SIDE VIEW -DOUBLE SPAN w BATTEN Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2.12d COMMON NAIL OR 3/16" ITW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) MIN. 1-1 /4" EMBEDMENT) 0 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). 19MME z itry.. z" u C nn 0 o a: JK m LFS ? R HAT, NO.: U FL-120111 0UN Ef __5_.OF_5_. 6 6lal Product Approval rafessj USER: vu611c User Regulation r POdAld,.Of AROMA ion 5t irCh :. q, j Q > Apglir; tign oetail.. SIC p FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL16305- R4 Revision 2014 Pending FBC Approval Atlas Roofing Corporation 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing. com Meldrin Collins mcollins@atiasroofing. com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Zachary R. Priest PE- 74021 U L LLC 12/ 31/2020 Locke Bowden 6 Validation Checklist - Hardcopy Received 16305 R4 COt ATLI3002 4 2014 FBC Pr iAll EVOWOM Shinoles. odf Referenced Standard and Year (of Standard) Standard Y&K ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j 3N... 7/20/2015 Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summary of Products Method 1 Option D 06/28/2015 06/29/2015 07/05/2015 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Installation Instructions k-i6305 04 II ATt136 4 2014 F8C prgQiict ev;IpaHon Shinales.2df Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Evaluation Reports FU6305 R4 A£ AnA3002 4 201-4 Ft3C Product Evaluation Shinales.ac# Created by Independent Third Party: Yes Contact Us :: I940:1404h tiomm,,Sl;rellit. TshahavAeFL 32394.PhdtM: 850-402114 The State of Florida is an AA/EEO employer Vf1Cht 2007 1AJ* of fiu fd3.:: Privacy Statement :: AmiZIltillIty State :: IdEEA.41d1MIIIS 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, FS., please Click here . Product Approval Accepts: YCC'itf' l. hvww.floridabuilding. org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDquJBMjgU l j 3N... 7/20/2015 CREEK17520 Certificate of Authorization No. 29824 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer- ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6..5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PR ConstructionCCnstruction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA 23-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA27-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page,1 of 9 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. ATLAS ROOFING CORPORATION C RE " K Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462> ProLAM"" Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, themally-activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster0 Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ATL13002.4 FL 16305-R4 Page of J. This evaluation report is provided for State of"Floj da product approval under Rule 61G20-3. The timnufact0mr shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION ..: GlassMasterO 30 & Basic Wind Speed (V it): Tough -Master@ 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ) Installation (Non-HVHZY ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min.. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. s Npisail s 12" 12^----- 12" 518" 4 12"--+ Figure 1. GlassMaster® 30 & Tough-Mastef@ 20 4 Nail Pattern (Non-HVHZ only) 36 Nails o... . .. . ... 4 Figure 2. GlassMaster@) 30 & Tough -Master@ 20 6 Nail Pattern ATL13002. 4_ -- FL.16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall ntatify.CREEK. TechnicalServices, 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 'E TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (Von): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min., slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements, 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern" detailed below. Mn. 1293 gaWamied rooting nail h min 318' heed 12 irr r — i TP EmC7OOOOc -Q M. Cr Ct C7 O O O O i 6. 6 U4' Figure 3. ProLAMTTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Min, 12 g. *W gwnk rooting.,A thmin.3i NW 1. TYP 1 1 Figure 4. Pro-LAMT11 Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 __Page 4 of 9 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 reportis valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake W Basic Wind Speed (Vua): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): M l O d—t.d maQing NII head ATLAS ROOFING CORPORATION Asphalt Shingles Max..194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12_ Installed with 6tin. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below; Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 39 318' i 12VCTYP r l ... ._ ......_ 1 / N Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Nan-HVHZ only) Mm.12 ga gaWaaLed mig shank nad th 01 3V head M M M M 0 CD M CDO : _ . _. Cl- O O 393 g' 7 ir, CD CD 0 I C3 =1 V 5 t• CD CO DA fa' Figure 6. Pinnacle® Pristine and StormMasterD Shake 6 Nail Pattern ATL13002A __ FL 16305-R4 Page, of 9 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 StormMaster® Slate Basic Wind Speed (Wit): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min.. slope: Installation (HVHZ): Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction.. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in; OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in_ exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMaster@ Slate 4 Nail Pattern T 1w 9" Lj I Figure 8. StormMaster® Slate 6 Nail Pattern ATU 3002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G2073Y: 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; EMCREEIK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V„n): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in_ plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below:. u: sz eo. i-vz^ •«,a pan o O Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 _ . _ Page 7 of 9 This evaluation report i5 provided for State of Florida product approval under Rule 61 G20-1The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein_ C EEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V ic): Max. 194 mph Basic Wind Speed Nod): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in.: plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind.. 1. 12 ga. 1-1/2" ring shank nail 6" I 1 I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 15305-114 Page B of 9 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 LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) 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 code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51b Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 912:55:48 04'00' TATE OF • s - j OR t O ONA1- Zachary R. Priest, P.E. Florida Registration No. 021st; Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page s of 9 Tttis evaluation report is provided for State of Florida product approval under Rule 61G20-3. The Man ufacturer:shall :notify CREEKTechnicalServices, 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. W —Mrellk_01 2 TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ETH EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATLA 19-02-01 ATL-123-02-01 ATL-125-02-01 ATLA27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) ATL13002.4 ATL-144-02-01 ATL-151-02-01 ATL-162-02-01 ATL-167-02-01 ATL-168-02-01 ATL-169-02-01 ATL-170-02-01 Standard ASTM 'D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 Technical Services, LLC of any -product changes or quality assurance changes inrougnout ine ourauon Tor wnicn uns It This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes specifically addressed herein. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICEs, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5B78) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Masters® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cuts Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 _ Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule F1G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster@ 30 & Basic Wind Speed (V„ it): Tough -Master© 20 Basic Wind Speed (Vasd)'• Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ).: ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36"- Nails Figure 1. GlassMaster@ 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 38" Nails 12n S !. t '{{ f / IppJOn 12"---12"--12" -1 Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 FL 16305-R4 P8910..3 of 9 This evaluation report is provided for State of Florida product approval under Rule 6%20-3_ 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. 8E TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (V„ u): Basic Wind Speed (Vasa): Deck (HVHZ): I Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph in accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 333ir Figure 3. ProLAMT"" Architectural Shingle 4 Nail Pattern (non-HVHZ only) 2_,r Min. 120+ ON e"i NY"d w sh•.W+eea' TrP O_B '-C _3- $-O--[.-:.>-i-=r -Cam'- L19 6 1I<' y Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002. 4 FL. 16305-R4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify. CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. REEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Veit): StormMasterS Shake Basic Wind Speed (Vatic): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): F-1 C=1 l_:_.7 = ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. i 12112. , TW M Figure 5. Pinnacle® Pristine and StormMaster@ Shake 4 Nail Pattern (Non-HVHZ only) M o 0 o 0 6' o M — a CD M M 6 7/8' 71rr 000c M000, ,• Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATI-13002.4 FIL 16305-R4 Pogo 5 of 9 This evaluation report is pmifed for State of Florida product approval under Rule 61:6204 - 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. CREe TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vuii): Basic Wind Speed (Va$d)t Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max; 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. i T 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMastef@ Slate 6 Nail Pattern ATL130D2.4 FL 16305-R4 _ .. _ Page 6 of 9 . This evaluation report is provided for State of Florida product approval under Rule 61G20-1 The manufacturer shall notify CREEKTechnicalServices, 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. ECREEKTECHNICALSERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vut): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, . Installed in accordance with RAS 115 and manufacturer's published installation instructions; Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below;. 3 12 gs. 1-3J2'rirK shmkeuil i s• 4-- p 3 Figure 9. Pro -Cut@ Starter Strip ATL13002.4 FL.110,305-R4 Per 7 of 9. This evaluation report is provided fd State of Florida product approval under Rule 61G2D::3:: The manufacturer shall notify, CREAK 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 Pro -Cut® Hip & Ridge Basic Wind Speed (V u): Basic Wind Speed (Vesd); Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min, slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max: 150 mph In accordance with FBC requirements; Solidly sheathed min.. 19/32 in.. plywood or wood plank for new construction; Min. 15l32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. t 12 ga. 1-1/2" ring 1 ' shank nail f. 12" t i t l Figure 10. Pro-CUt@ Hip & Ridge 13002 4 FL 16305-R4 This evaluation report is provided for State of Florida product approval under Rule-61G20-3:: The manufactt;tr+er. shall notifyTechnicalServices, 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. O'c- R TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation.: 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck, 7) 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 code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tf,tiial;lot 1 No 7402t 3• STATE OF 4 10 rt;.. CERTIFICATION OF INDEPENDENCE _ . .... 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL END OF REPORT FL 16305-R4 Of Techni f rvlces,.Lt:C,cif ariy.prpauct chatws or quality assts moe.cl3SW thro3+glu>ut the duration for vfiicf.thiS rep; is valid.. This evaluation report does not express" m imply warranty, insWitatim recom use., or oterhproduct athlbutes that —are not specifically addressed herein. Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL till- _ A-11i FLA Ty" Manufacture[ Validated By Status FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved His— tory Subcategory: Underlayments Approve) py D6PR.;Approvm CY unrK,srraaBe reaneweu rm,-,auua yr Contact us .144flkortfi.#tonree Sheet -Tait hrfSee f a23ac ELIt7^+; 9an.487=1824 The State of Florida is an AA/EEO employer. Caffyr,:IK 200T_&13-Siate j$ nSrsds::: Privacy Statement :: «ItuIIN Statement :: Refund SLtement 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 850.4B7.1395. *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 theyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supplyapersonaladdress, 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 ji.M. Pro dujct. Approval Accepts: Crcd t5ArFE https:// www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 N one1 • / iidatkpartrrifntd BCIS Home Log In I user Registration Hot Topics Submit Surcharge , Stats & Facts Busines Product ApprovalR 1 rofessi .U - USER: Public User Regulation omal wm,:;.,• er Aeol •LigQ..St.> AoeficatbhLi3t:> ppRikraUoaiDei:81t: FL# FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551)574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email kSt >tA 7? AE4Y1;98CF,+ bBPA r1tClSlfktl5' iC•aiRP.t DAM+ 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 Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 5ur»ii_ Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section S for Limits of Use. Installation Instructions FL15 16 R2 II Z015 04 FINAL ER INTERWRAP RHINOROOF FL15216- P.2.Ddf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports F 15216 R2 e Zola_ 0M1 FINAL ER 1NTE WRAP RHINOROOF &ISZ116-- fR2.vd Created by Independent Third Party: Yes gig .— . Contact s :: 040 North Monroe Skt2S. T6flahassee EL 32399 Phone, 850-4117-1824 The State of Florida is an WEED employer., Cg) ktit - 742813.SMa ofRfodda.:: ' Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released in response to a pudic -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.1395, -Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an elfiiQ 40dflss If theyhaveone. The emaiis provided may wAid for ofricial Cor mun1cotidn: rAh the licensee. However ema8 addresses are public record. If you do not wish to supplyapersonaladdress, please provide: the DeparttefCrt with an email addra5swhich can be mia0eiavpilable bo.the pwWic. To determine if you are a licensee under CliaPier455. F S , please dick.Ilc.t;. Product Approval Accepts: IR Credit AFE https:// www.floridabuilding.org/pr/pr_app_dtI.aspx?param=wGEVXQwtDgv3yV VKJZl Q... 7/20/2015 VT-RINI,TYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #i13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 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. DESCRIPTIONt 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 "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 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. on 04/27/2015. This does not some as an electronically signed domen. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD 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 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. JYRINITYJ 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: Entitv Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COCt-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type II 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: TABLE 1: ROOF COVER OPTIONS Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Underlayment 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 11 or D4869, Type II 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 FL15216•R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 Rfiliioi?oof 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 Layer; 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 DoWe Layer 2:12 < RoofSloge <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 certificote ofAuthorizotion #9503 FL15216-RZ Revision 2: 04/27/2MS Page 3 of 3 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 TRINITYERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: ( 203) 262-9245 FAX: ( 203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P. E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P. Eon 04/27/2015, This does not serve as an electronically signed document, Signed, sealed hardcapies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitvlERD 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 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. A 0 TRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 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 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference, Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS(1ST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395000-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or 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 requirements for ASTM D226, Type I or II or D4869, prepared roof covering to be installed. Exterior Research and Design, LLC. Certificate of Authorizotion U9503 manufacturer's published installation instructions and the Type II underlayments in FBC Sections 1507 for the type of Evaluation Report 140510.02.12-112 FL15216•RZ Revision 2: 04/27/2015 Page 2 of 3 I TRINIIYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20:. 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sin Ige Caner, Roof Slone > 41.2: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double•Layer: 2:12 < Roof 51o9e <.4A2: 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. H. 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, U.C. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL1S216112 Revision 2: 04/z7/2015 Page 3 of 3 Florida Building Code Online Page 1 of 3 r r 'Regulation 1 1 Stats & Facts i Publications I FBC Staff I BCIS Site Map I Links I SWnt Q BCIS Home I Lop In 1 User Registration i Hot 7oprcs I Submit Surcharge rR7:Naf CDeMnW UUJ hes I Product Approval 1VJ.,?.. .USER: Public User Regulation Aodicatlor 3st > Application Detail ProEuct AootovalKerw . FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of independence FL2197-R5 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. MiTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851- 7480 Ext 7480 dwert@mii.com David Wert david. c. wert@mi i.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851- 7480 dwert@mii.com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851- 7480 dwert@mli.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing - Institute Ltd. 12131/2015 ICC Evaluation Service, LLC. p ;g7 R5 Ci3I Certlt%ate of thdepandenee for evaluation:odf Referenced Standard and Year (of Standard) andard Yt ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www. floridabuilding.org/pr/pr_ app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre tSA`F E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report r_JR J'' Reissued June 2015 This report is subject to renewal June 2017. www.[cc-es.org I (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Councl DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST"' 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code (IBC) is 2012, 2009, 2006 International Residential Code® (IRC) r 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and M1116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1..46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm), Slots 0,54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25A mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-2.0 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [OA356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0,88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0:45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced O) 25 inch (6A mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MI120 HS, and MT20HSM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 025-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, p covered b the report. ely Y P f yCC -ES Lt aluauun Reports are not to be construedas represent aestheticsu or another "'arro attributes not s ecr alu addressed, nor are they s r construed as an endorsement o the subject o the report or a recommendationfor its use.. 7'herc rs no warrant b lCC Evaluation Sen lce, l.LC, express or implied, to any finding or other matter in this report, or y p°°° Page 1 of 5 Copyright 0 2015 ESR-1311 I Most Widely A4 fed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Milt 16 Douglas fir -larch 0:5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 . 143 137 Southern pine 0:55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem fir 0.43 139 111 97 109 Spruce -pine -fir 0-42 148 108 107 103 Southern pine _.. _ 0.55 187 143 138 150 For SI: 111 Iff = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load Fes, = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to toad, wood grain perpendicular to load3AIItrussplatesarepressedunto, the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE M-16 AND MII 16 M-y AND M1120 M-20 HS, Mil 20HS AND MT20H$ Efficiency PoundslinchlPair of Connector Plates Efficiency. Pounds/inch/Palr Efficiency PoundslinchlPairDIRECTIONofConnector Plates Tension Values in Accordance with Section 5.A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 no 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordancewith TPI-1 with a t)eviation 1"e Section 5.4.9 (e)] Maximum Net$ection Occurs over the JoeTi? Tension @ 00 0.68 1945._.... 0.62 1091 0.67 1716. 0.30 849 0.48 841 0.52 1321 Shear Values Tension @ 900 0.54 0.61 0.73 0.55 1041 1173 1402 1055 0.49 . 0.63 0.79 0.55 574 738 936 645 0.43 0:61 0.67 0.45 761 1085 1184 792 Shear @ 0° Shear @ 300 Shear @ 60° Shear @ 90° 0.48 . 0:35 914 672 0.42 0.46 490 544 0.34 0.3 608 537Shear@120° Shear @ 150° For SI: 1 Ibfinch = 0.175 Nlmm, 1 inch = 25.4 MM. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. these 2Maxim6.m. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5. 0.12W 0.2W 0 5W 321rwn Qamm 127" a On goo Goo Duo D0 ODD DOD Goo Goo OGG goo Goo OGG 000000 Goo M 03w M-20 HS, M1l 20 HS, MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K--1J1I rl3l, aupplemc11L Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.orcl (800) 423-6587 1 (562) 699-0643 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HS', recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2,0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and... .. - 16 ida Buildup Code —Residential,. provided the design and installation are in accordance with the ravts ons noted in the master report. lntemationaf.Building Code:.(IpQ p ... Use of the MiTek® Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofthe report or a recommendation for its use. There is no ivarranly by ICC Evaluation Service, LLC, express or implied, as goo to any finding or other matter in this report, or as to any product covered by the report. " IofPage1of 1 Copyright 0 2015 ICC ES Evaluation Report r-o rC- 11,01 1 Reissued June 2015 This report is subject to renewal June 2017. www.]cc-es.ora (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com . EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code® (IBC) A. 2012, 2009, 2006 International Residential Codes (IRC) ti 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek®M46 and MII 16: Model M-16 and Model MI 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20, Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0..0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6,4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0:9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedWMA as an endorsement of the subject ofthe report or a recammendation for its use There is no warranty by ICC Evaluation Service, L.LC, express or implied, as - ta any finding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright 0 2015 ESR-1311 I Most Widely Aiompled and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULiC-PLATEN EMBEDMENT' (Iblin2lPLATE) LUMBER SPECIES SG AA EA _ AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121. 137 126 Hem -fir 0.43 119 64 102 98 spruce -pine -fir 0.42 127 82 75 107 Southern pine _ . 0.55 _ 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 . 195. 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 13.7 Southern pine. 0.55 249 190 184 200. M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.,5 _ . _165 146 135 143 Hem -fir 0.43 139 111 97 149 Spruce -pine -fir 0.42 148 108 107 log Southern pine 0.55 187 143 138 150 For Sl: 1 ibfin` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load wood grain perpendicular to load EE = Plate perpendscular.fo load..wood.grain perpendicular to loadAiltrussplatesarepressedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial ernbt nt roller presses and hydrauiic-pta*n presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, MI120HS AND MT20HS Efficiency Pou I slinchlPair Efficiency PoundsiinchtPair Efficiency Poun Pair FORCE DIRECTION of Connector of Connector ConnectorofConnector Plates Plates Plates . Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Acgontance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Ma* nuiri N Section Occurs over the Join? Tension @ 0° 0.68.. 1945 0.62 1091 0.67 1716 Tension @ 90° 0.30 849 0:48 841 0.52 1321 Shear Values Shear 0° @0.54 1041. 0.49... 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 10.85 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.66 645 0.45 792 Shear @ 120' 0.48. ... 914 0.42 490 0.34 _ 608 Shear @ 1506 .._ Q.35 672 0:46 544 0.3 537 537For SI: 1 lb/inch = 0.175 Nlmm, Inch = 'L0.4 mm. NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this lime posses thro4h a line of holes. 2Mazimum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125, . 0 2Sr O-Wir 0.3w 3.2.rnm 6 4 mm 12.7 m m 9.3_m..m DAD 'DUO' DEC 000 0D0 000 1CDODDO 00 1000 0O 0OD 0000000 M-20 Hs, M11 20 HS, T20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report CJI(=1 J " Ir o%0 Reissued June 2015 This report is subject to renewal June 2017. www.icc111 - es. orla (800) 423-6587 (562) 699-0643 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 wywv. mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, MII 20 HS, AND MT20HSTM 1. 0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: s 2014 and 2010 Florida Building Code —Building 0 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The MTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 2. 0 through 7.0 of the master ettaluatron report ESA-131I., comply with the 2014 and the.2014 and2D10 F4 ida Building.Code A ld aster report. design 1 terrrational Building Code (lBG) p HS, and MT20HSTm, described in Sections and 2010 Florida Building Code —Building and installation are in accordance with'the n , Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS- has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Cod0— Building and the 2014 and 2010 Florida Building Code —Residential. For prbddots fagsng under nond. a Rule 9N-3, verific400,1 that the report holder's quality assurance program is audited by : quality assurance My approved. by the Florida Building Gomrrosslon for the type of ins( ections being conducted is Erie' respo66_i > y of ail: appmiypd validation entity, (or the code. official when the repo holder does not posssss aq approval try the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- a Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specii aluatcally addressed, nor are they to be plied construed as an endorsement of the subject of the report or a recommendation for its use. There is no ivarranry by ICC Fvaluation Bernice, LLC, express or implied, as mm to anyfinding or other matter in this report, ar as to any product covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report tbK-1.31-1 Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.orq 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 0 2012, 2009, 2006 International Building Code® (IBC) il 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC,2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness '(1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.15 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3,a mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS m: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal., Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-tong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-I S Ci a(uation Reports are not robe construed as representing aesthetics or any other attribute t specificalty addressed, nor are they toob econrsetre as as an endorsement of the subject of the report or a recommendation for its use. There is no warranty b ]CC Evaluation Service, LLC, expr p ..`.: r to arty finding or other matter in this report, or as to any product covered by the report Page 1 of b Copyright 0 2015 ESR-1311. I Most Widely Accepted and Trusted Page 3 of 5. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 16 Douglas fir -larch 0Z 176 121 137 126 Hem -fir 0.43 119. 64 102 98 Spruce -Pine -fir 0,42 127 82 75 107 122 Southern pine 0.55 174 . 126 147 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 145 Hem -fir ... 0.43 185 148 129 143 137 Spruce -Pine -fir 0.42 197 144 184 200 Southern pine 0.55 249 190 M-20 HS, Mil 20 HS and MT20HS " Douglas fir -larch 0.5 165 146 135 143 109 Hem -fir 0.43 139 111 108 97 107 103 Spruce -pine fir 0.42 148 187 143 138 150 Southern pine 0,55 For SI: 1lbfin? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p a es must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perperiatcular to load, wood grain perpendicular to. load3Alltrpoplatesarepressedinto,the v.vood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND M1116 Efficiency Pounds/inchlPair. of Connector Plates M-20 AND Mil 20 of Connector Efficiency PoundslinchtPair7!!!: Plates Pair tor Tension @ 0° Tension @ 90° Tension Values in Accordance with Section 5.4.4.2 of TPI-1_(Minimum Net Section over the Joint)' 0.70 2012 0.50 880.. 0.59 0.36 1013 0.47 820, .. 0.48 Tension Values in Accordance vvlth TPI-1 with a Deviation SEe Section 5.4.9 (e)] Maxlmum .Net Section occurs .over the Joint 1505 1219 Tension @ 00 0.68 0.30 1945 849 0,62 11 1091 841 0.67 0.52 1716 1321 Tension @ 900 Shear Values Shear @ 0°.... 0.54. 0.61 1041 1173 0,49 0.63 574 7138 0.43 0.61 761 1085 Shear @ 300 1402 1055 914 672 0.79 _,.. 0.42 0.46 936 490 544 0.67 0.34 0.3 1184 608 537 Shear @ 600 0.73 Shear @ 900 0.55 Shear @ 1200 Shear @ 150° 0.48 0.35 For SI: 1 Iblinch = 0.175 Nlmm, l inch = 25A MM. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these p a es, this line. passes through a line of holes. 2Maximtxn Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5 of 5 ESR.-1311 ) Most Widely Accepted and.Trusted 0.12W 0.2'W 0,aW 0 3ES 3.2mm &4mm 127mm 031M w } goo A OGG goo 000 000 Oa000OD r- oDo A Ono 000 000 ODD 00 000 Ono M- 20 HS, M1120 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report r-Lj" Reissued June 2015 This report is subject to renewal June 2017. www.ice-es.org 1 (800) 423-6587 (562) 699-0543 A Subsidiary of the Intemational Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www m-u•com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, M11 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS-, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,.: Applicable code editions: 1 2014 and 2010 Florida Building Code —Building V 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The Wee Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm. , described in Sections 2.0:ihrough.7:0 of the MaSWattars: port $R"13.19,.comply with the 2014 and 2010 FlotTda;Bpilding Code —Building and the 20'i4 Arid 201fl Florida. 8u#dmg Edda--R#stderrgal, provided the design and installation ark in accordance with the Internatronal Building Coded tlsq prp nsions noted.:in the master report: Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MI120, M-20 HS, MII 20 HS, and MT20HSTm has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products WhincJ under Florida: We .9N-3; verification that the report holders quality as .urance program rs: aC16d by a qualttp assztrand:ent' aAprovecl by the Florida Building Commission for the type of mspecions being conducted is the respansEb% city of a0::appxoved vati iabon entity (or the .code` official when the .report. holder does not poses *.. a pravai by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES Evaluation Reports are not to be construed as representing aesthetics or any other attribute not specifically addressed, nor are prthess orim led as to he as an endorsement of the subject of the reportor a recommendationfor its use: There is no warran b 1CC Fnaluation Service, LLC, express PI to at0 finding or other nmuer in this report, or as to airy product covered by the report. Page 1 of 1 copyright 0 2015 IMES Evaluation Report cJr`"fJ 11 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 1 (562) 699-0543 A Subsidiary of the international Code Council® DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 ww.w.mii.com EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, M1120 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: OR 2012, 2009, 2006 International Building Code® (IBC) W 2012, 2009, 2006 international Residential Code (IRC) w 2013 Abu Dhabi International Building Code (ADIBC)t rThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MITek® M-16 and MII 16: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4-8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTm: Models M-20 HS, Mll 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3l4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 1.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth, Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are prethey to r construed as an endorsement of the subject of the report or a recom end tcovered by he re e i no warranty by !CC Evaluation Service, l.(C, express or implied, as to any finding or other matter in this report, or as to any p y p Page ;,of 6 Copyright 0 2015 ESR-1311 1 Most Widely Acce ted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) SG AA EA ... EE LUMBER SPECIES M-16 AND Mill 16 0.5. 176 121 137 126 9tiDouglasfir -larchD Hem-f#r. 0.43 119 64 102 75 122 Spruce -pine -fir 0,42 127 82 126 147 122 Southern pine 0.55 174 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 129 145 Hem -fir,- 0.43 185 148 197 143 137 Spruce -pine -fir 0,42 ... 24..9 144. 1 190 194 200 Southern pine 0.55 M-20 HS, MI120 HS and MT20HS 0.5 165 146 135 14 3 Douglas fir -larch 97 109 Hem fir OA3 139 148 108 107 103 Spruce -pine -fir o,42 n as 187 143 138 150 For $l: 1lbfin` = 6,9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE _. Plate perpendiculat{o load. wood grain perpandicular to loadAlltrussplates.arepre ssedessedinto, the wood tar the full depth of their teeili by hydraulic -platen emt5ei#inant presses multiple rofler presses that use partial. met followed by full-ernbadmant rollers, or. t 6mbinations of partial embedment roller presses and hydraulic pta#en presses embedthat feed trusses into a stationary finish roller press. PROPERTY FORCE DIRECTION ension @ 06 ension 0 90° TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 16 AND MII 16 M-20 AND_MII 20 M-20 HS, Mil 2 Efficiency Poundslinch/Pair Efficiency Pounds/Inch/Pair Efficiency of Connector of Connector Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint) 0. 70 201 3 O. 880 0.59 0. 36101820.. 0.48 Tension Values in Accordance vaith TPIA wiih a Deviation [see Section 5.4.9 (e)] MaximumNetSectionOccursovertheJoine0. 68 1945 0.62 1091 0.67 849 0;48 841 0.52 0. 30 _ . Tension @ 0° id Tension@90° Shear Values AND MT20HS undslinch/ Pe of Connector Plates 1505 1219 1716 1321 Shear @ 0° 0.54 1041 0.49 574....... 0.43 761... 0. 61 1085 Shear @ 30° 0.61 1173..._ 0.63 738 936 0.67 1184 Shear @ 60° 0.73 1402 _ 0.79 .. 645 0.45 792 . CA5Shear @ 90° 0.55 1055 0 55 490 0.34 608 Shear @ 120 - 0.48 914 0.42 544 0.3 537 Shear @ 150° 0.35 672 0.46 Far SI: 1 Ibrinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum the tooth pattern with the minimum amount of steel for a specified orientation. For these pla es, NetSection - A line through plate's this line passes through a line of Was. tooth pattern with the maximum amount of steel for a specified orientation. For these MaximirlNetSection - Aline through the plate's plates, this line passes through a section of the plate with no holes. ESR-1311 I ..Most Widely Accepted and Trusted Page 5 of 5 o i m" .0.25W 0.500" 0 955" 32jjmm EAmm sammn127mm 0 a 000 000 1000 Goo Ona, J a ...._ ana ODD 000 E 1 fao ana a r InOn A A M1-20 HS1 Mll 20 IDS$ NT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report ESR-1311 i-m; Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6687 1 (562) 699-0543 A Subsidiaryof the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.. EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building is 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HST°", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and2010FibriddBuilding; Code—ResiOiantiali provided the design and installation are in accordance with the Intemational Building Code (160 provisions noted in :the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are nor to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofihe report or a recommendation for its use. There is no warranty by !CC Evaluation Service, LLC, express or implied, as 4`„Y to any finding or other matter in this report, or as to any product covered by the reporl.;,-` Page 1 of 1 Copyright 0 2015 Florida Building Code Online \ ( Page l of 2 BCIS Home Log In user Registration j Hot Topics Submit Surcharge I Stats & facts Publications - FBC Staff BCIS Site Map Links Search Vu51n`5 lro Product Approvalfe l, t USER: Public User Regi,ilali>n y firad=...ot ApplIcHIM>.{DOlitallnn'LI5t>ApolcatldhZeaq FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmengB@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Pi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Wii Validation Checklist - Hardcopy Received Certificate of Independence {3142 9 R3- COI Indeu:adt Referenced Standard and Year (of Standard) SAandard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL14239 R3 Eauiv EoWy a Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 r Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method i Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FE14239 113 :11 fl o.odf Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities For the PI14239 k3 AE'Evai odf system. The required site -specific design pressure (demand) . Created by Independent Third Party: Yes shall be calculated by others for use with this design. BLCk - Noxt . Contact Us :: faolih lemne 5«rmn-. Taluh mR.323Q9S:9ha=SSUAV_- 824 The State of Florida is an AA/EEO employer. ( 2007•3Q14 StMe of Flonda ft 5tateM=;: 8201ty Refund statement nder 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 notsend dtrw*--iiiali to"eritttr..biAW. contiactAlle affice:by Phone, orby traddtmailmaiJ. 1t;y0u have any questions, pleaseconudISOA W.1395.'Pip US01 to ion 45S.27S(I). Flartds:Siah i!s g!lecti4e C1LroCd+ 1: 2Q1?, tki e"' eeS ken IWd underChfpta 455, F.S. must Provide the DeP9RMSM with an afiiN addiss it r.have eei6..The er", _ Provided 1mQy pe msed tor;Gffktai totnmureioatbn withlhe tireitsee.mwever'elmah addresses are public record. It you do not wish to a persaruii- addre, ptBASE provers mebrpartni¢nt:wittt sn cma0addres5 which ran be made available to the public. To determine If you area licensee under Ge!aCter4SS. F.S., Please dick hem. Product Approval Accepts: Cre, tS, krd hops://www. floridabuilding.org/pr/pr_app_dtl.aspx?paranl=wGEVXQwtDquDEJErtOSCei... 7/20/2015 MECHANICAL UNIT STEEL CENTER OF GRAVITY ASSUMEDTO ACT AT THE ' GEOMETRIC CENTER OF THE c ? MECHANICAL UNIT' MECHANICAL UNIT MUST BE w u SQUARE OR RECTANGULAR, x m NO IRREGULAR SHAPES_ - J 8 ;A xo u N Y ALA)( TYP , HOST STRUCTURE DESIGN. BY OTHERS SEE DE51 SCI IEDULES FOR ALLOWABLE SUBSTRATES P INTERNATIONAL, INC. TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. SEE. DESIGN tCENTER OF I SCHEDULE FOR GRAVITY, I// j'' MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CLIPS. SEE DETAIL. 1.l3 A. 2,13 I i FOR CLIP INFORMATION, TYP. fJ I 3" MAX,, 1.._. TYP, MECHANICAL UNIT 1 ,.. TIE ISOMETRIC TYRE OF CUP AND NUMBER OF S 1 y. a. y,()• ISOMETRIC PER CORNER. WILL VARY PER CONNECTLON TYPES Cl-C4 ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE POLMECHANICALWINGIT THATAPICONFORMS TO THE. DIMENSION RES RTES THE PROCEDURE DTO fCTIONSAND E THE MAXIMUM DESIGNCRITERIALISTED HERE N, SELE ESHEETS5TIONHEIGFOR DESIGN SCHEDULES.) R ANY GIVEN MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF(1) ME NICAL UNIT WITH THE FOLLOWING CTRITF.RIA'= VWRm170 MPH, EXPOSURE W 48" TALL X 48' DEEP x 48' WIDE., TOO LS (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PST MIN CONCRETE WITH (1.)-2' CAP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) PROCEDURE STEPDETERMNE.THECONKELION'TYPE BASED ON THE DIAGILAMS ON SHEET 2 CON ECTION TYPE' 3DEER"IHEh2lTHISINSTALLATIONISINTENDEDFORAVTR=T 70 MPH, EXPOSURE'B'. THIS DESIGN WHICH CE51GN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE 5 1 FACE AREA OF MECHANICAL UNIT TO BE INSIALLED 48^X48"=16FT' -' - kETERM( NE LARGEST THIS UNIT HE16MT OF 4B' TS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48'. NOTE., THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 C.HF. CK MAXIMUM UNITHEIGHT RESTRICTION OF AN A/C STAND THAT IS MAXIMUH 30" TAIL. IF AN AIC STAND IS UTILUZE'D, CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30" IN HEIGM S CN '" Mlq%NLIM UNUN TF)_`T CT M I H- f TM -W EA7/RAN MTRiMUK µlOWABLE WTR HQ^ THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL'1'0 15 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER 8 DETERMINE. THE ALLOWABLE ROUE TOP HEIGHT OF THE INSTALLATION THAN SOFT AND LESS THAN 100 FT. SEE I-) ON TABLE S FOR THE NUMERICAL VALUES OF THIS DESIGN [%AMPLE i DESIGN NOTES THIS PRODUCT HAS BEEN OES[GNED IN ACCORDANCE. WITH ASCE 7.10 AND THE'. BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANF. 29.5 ALL OTHER- DESIGN VARIABLES ARETn uxuruA+r n, r. .v-.+ •-•+• , THE HEIGHTS LISTED INTHE DESIGN SCHEDULESREPRESENT TrIEALLOWABLEHEIGHTOF THE BUILDING. THIS PRODUCT' APPROVAL ALLOWS FOR EACH UNIT TO BE INS TALLED ONA ,N„ O MAXIMUM 30"' TALL AIC STAND (CEP,TIVICATION BY OTHERS) ON -TOP OF THE HEIGHTS .1 a LISTED IN THE DESIGN SCHEDUI:FS,. TEA r`y. GENERALNOTES: o 1. THIS PROOLX7 HAS BEEN DESIGNED AND .SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE A ASCE 7-1.0. THIS PRODUCT' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 2. NO 33-1I3% INCREASE IN AII.OWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS oI SYSTEM. DESIGN ISBASED ON CLIENT PROV.DE0 PRQDUC`F AND DIE SHEETS FROM TEST REPORTS =19i0SR7A A't (II97D781B PY TESttNG EVALLIATION LABORATORIES, z INC.,NO SuaSTiTLmONS WLTtFOUT WRITTEN'APPROVAL BY THIS ENGINEER SHALL BE d PERMITTED. ¢ 4. MAXIMUM S MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL z CONFORM TO SPECIFCATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS C v O I CLEAR SPACE, TONNAGE., ETC.) SHALL BE AS PER MANUFACIVRER RECOMMENDPTIONS Z O n^. AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. O z + ti ¢' S. FASTENERS TO BE *12 X %" OR GREATER .SAE GRADE 5 11N1E55 NOTED OTHERWISE. W t N w o TAPCON SREFERREDTOHEREINSHALLBETTWBUILDERBRAND, CARBON STEEL. ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR Q m REQUIREMENISc ALI. FASTENERS SHALT. HAVE APPROPRIATE CORROSION PROTECTION Z TO PREVENT ELECTROLYSIS. C2 6. ALL SFCtL CUPS SHALL 8E ASTM A283 STEEL (GRADE O) WITH FY:+33 KSI OR BETTER. cl ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED Lu .ai n T. a v COAT OF PAINT, ENAMEL OR OTHER APPROVED PRO TECTTON; G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. Z 2 O 7: ALL CONCRETE SPECIFIED HEREIN 15 NOT PART OF THIS CERTIFICATION. AS A MINIMUM, F 4 ALL CONCRETE. SMALL BE STRUCTURAL CONCRETE 4" MIN. THICK AND SHALL HAVE w w 4TNIMJM COMPRESSIVE STRENGTH Of 300D PSI, UNLESS NOTED OTHERWISE. C x I. THE CONTRACTOR 15 RESPONSIBLE TO INSULATE. ALL MEMBERS FROM DISSIMILAR = L x MATERIALS TO PREVENT ELECTROLYSIS. -- m 9. Ei, ECTRICAE GRCRINb, 1VNLRt FETHJ(RED, r.D BEtlESIGT+£D t INSTALLED BY 4TMER5. 10, THE ADEQUACY OF ARY EXI91nNC STRUCTURE TD WITHSTAND SL"FamPOBEO LOADS SHALL. BE VERIFIED BY THE ONSM DEMON PROFOSSfONAL AND 1S, NOT, INIMUDED IN THIS CERTIFICATIOWEXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11. THE SYSTEM DETAILED HEREIN 15 GENERIC AND DOES NOT PROVIDE INFORMATION FOR Ali afj. A SPECIFIC SP7TIE. FOR SITE CONDITIONSDIFFERENT' FROTHC CONDITIONS DETAILED p 675757E HEREIN, A LICENSED ENGINEER OR REC.,ISTEREO ARCHi fK'i SMALL PREPARE SITE 6 SPECIFIC DOCUMENTS FOR USE IN CON)UNC'ITON WITH THIS DOCLIMENT. 12. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE F)11. RESPONSIBILITY OF THE. INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED - OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED AFTER FABRICATION AND 1.. INSTAIIATiON OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE y RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS W.AIER-TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING 8 CONTRACTOR. R AN EXPLANATION OF EXPOSURE CATEGORIES A 111 } 13. FOR THAT THE VUIL WIND Sp USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7- 9 C 4 jiR 15-2378 NI Et 3.P. 4 S3TLTIAB. ' l Gl CONNECTION TYPE ClMUZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT J3-.yywfI y X.9 (4 3" MAX TYP. - 1" CLIPS . 3- PLO' i •- XYP: I yLc 3" MAX ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE DESCRIPTION I)•5{76'O CARBON STEEL ITW BUILDER TAPCON, CONCRETE: ZY"' FULL EMBEDTO 4- THICK MIN, CONCRETE, 3%- MIN. 3000 PSI MIN.) EDGE DISTANCE, SPACING10ANY ADJACENT ANCHOR I)' A L4 SAE GRADES ALUMINUM. SHFFT METAL SCREW TO 0.] ZS" MIN. ALUMINUM, PROVIDE (5) THICK, 6061•T6 PITCHES MIN.PAST MIN: ALUMINUM) THREAO PLANE VITEL: 1)•# 14 SAE. GRADE 0. 125"MIN. - SHEET METAL. SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN. STEEL) PITCHES MIN. PAST THREAD PLANE 2" CLIPS SUBSTRATE L)- 5/16"OCARB0AN 5TELY01 _Z_ - -S ITN BI)ILDEXT CONCRETE: IY.' RILL EMS E'U TO 4- THILTL MIN, CO.YCRETIt. 33i',MIN 3000 Psi MIN) EDGE OI§TMKE, 3'i MIN: - ASPACING AN OI ADIACENTANOIL E4-; j L t0 llttii V i 21. 014 SAC GRArr. 5 f7 d8$ iALUMINUM: (JJ J'3 SHEETMETALSCREWSTOTHICK, 6061.16 ALUMINUM, PROVIDE (5) PRf. NES MIN. PAST MIN; AI.UM[NUH) THREAD PLANE o w ws STEEL: ( 2)-R14 SAE GRADE 5 0, 125' MIN. SHEET METAL SCREVi5 N .. TNICK, 33 KSI STEEL, PROVIDE (5) n MIN, STEEL) PITCHES MIN. PAST THREAD PLANE w H TVP. - I. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. Z 4 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN AIICHORSCHEDULE; ggqO J. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. Z o Q Q CONNECTION TYPE C2 p G 1- CUP -UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (S) PER UNIT lz (d w VIzw Ljjaa a rma. Y CUPSis .(; ,P./ - 1". CLIPS k 3' MAX TYP. r + 2Eti J" TMXA IatM C3_ ._ "BAN LYP.: c3 CONNECTION TYPE C3 _ CONNECTION TYPE C4 F.- AMLIZE i1).AT.EACH COMEIR FOR A, TOTAL OF,(q.EER.LLMIT 3` CLJpS . (}{{LtdE'(2) A7 F.R01 CORNER FORA TOTAL:(' i6]MuMtr UNIT V 6' MAX CLIP OFFSFt CLIP PAIR 7ua 3 TYP CLIP -CUPSPACINGUTILIZE ( 4) CLIPS EA SIDE OF UNIT FOR A 70TAL OF B) PER UNIT z W O 6 n N 6' MAX z F- t; sa OCLIP OFFSETHEcdcw L I MECHANICAL m SEPARATE CERTIFICATION 5 ALTERNATE ( 8) CLIP DETAIL 15-z3 N,rs, PLAN VIEW - 1LG!'bBCR1PI 3 _ TH5 DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER MR A TOTAL OF (B) CLIPS PER UNIT. LL/ 17/J i'M!Arfq yk FOR ANY CLIP. LONGER THAN 10" MECHANICAL UNITBY OTHERS. ALUMINUM •L . , UTILIZE ( 5)-#12 SAF HOUSING UNITS SHALL. BE:. 6063-T6 MIN. - 4YR;,. GRADE 5 SHEET ALUMINUM SHEET WI IH Fty=30 KS'1, 0,125" - • " METAL SCREWS, TYP. MIN. THICKNESS, STEEL HOUSING UNITS (3)-#12 SAE GRADE 5 SHEET 0. 068' 1TIICK ( SHALL BE ASTM A653 Fy=33KST MIN i Mrtik SCREWS FOR CLIPS UP TO = Ia' • , ASTM k2B3 . i - -a STEEL, GRADE 33, 22GA MIN. (t-11.029Q) S LONG„ UTILIZE (5)•#12 5HEET 9 ry STEEL, 7YR. t '0+` j"J"";' M_I"AL SCREWS FOR CLIPS 'tF LONGER THAN 5 . PROVIDL (5)O,C•" C1 o Y o i PITCHES MIN. PAST THREAD PLANE u o - '0 G.06fl" THTC.K:ASYM "' .!; FOR EACH _MS, TYP. ryj FP z 3}-012 SAE GRADE 5 z .{ l/ t SHEET METAL SCREWS ¢" I 1,28_ STEEL CLIP, IYP Gr 7ANCHOR PER ej t3 FOR CLIPS UP TO 5" (',[ log BASE OF UNIT.SMALL f,,- ---ANCHOR. LONG. IITiLIZE ( 5)-F12 :.' Tji( v 6E t LUSH WITH BASE << ,,. 3J, _ SCHEDULE SHEET METAL SCREWS OF CLIP, NO SPACE FOR CLIPS LONGER - PERMITTED, TYP. f, , f y •+ THAN 51, TYP. t _ ?", W t i ANC HOLE. WITH i Q 'f ,''' ' • n. 7 ANCHOR FROM 1' ANCHOR PER ut W J CUP ANDIOR 0.73" SCHEDULE, TYP. (VARIES) E OTHER DIMENSIONS M - aaxs' SIMILAR) 1" TIE -DOWN CLIP 1p0 3 . ANCHOR DETAIL N 1 1" CLIP ISOMETRIC DETAIL 3 - s =r-0 DETAIL z y ISOMETRIC CLIP IS DESIGNED FOR FULL p ¢ CONTACT WI' TH'TME BASEBASE O z MECNANLC:At. UNIT, TYP, Q a a Z 2 M rr l ZIQ It~MECHANICAL UNIT 3Y OTHERS, ALUMINUM IHOUSING UNITS SHALLBE6063-T6 MTN, wALUMINUM SHEET WI-1H F't} 30 K 0.125" F5 z 3) #12SAEGRAD. 4HFCT < rnTHICKNESS, STEEL HOUSINGUNITSMETALSCREWSFORCUPS4" ZO0.072"CR -SHALL 8E ASTM A653 Fy 33KSI MIN. ! s F, J'- LONG. UTILIZE (4)-#12 SHCC'I t2 p Z 0. 113" THICK' S STEEL, GRADE. 33, 22GA MIN. {t"t0.0299) ( MI-IAL SCREWS FOR CUPS 0- E u. g AS tM A283 LUN ShR THAN 4". PROVIDE (5) y STEEL, TYP. 3)-#12 SAE GRADES PITCHES MIN. PAST THREAD PLANE ca SHEET METALSCREWSf%, FOR CUPS 4" LONG. 0 072 OR 0 u ii s`i FOR EACH SMS, iYP. UTILIZE (4)-# 12 SHEET THICK ASTM P283 </ ST EEL CLIP,TYP ! METAL. CREWSFORTI. OR (2 ANCHORS i CLIPS LONGERTHAN 4" BASE OF UNIT SHALL <, / SC ANCHOR TYP, BE FLUSH W:T1 DACE'\ .+fir` +'" .3t>> SCHEDULE ry OF CLIP, NO SPACE ' pcRMITTED, TYP. Y r Y," Q HOLES, NOT ID 8E USED FOR '. l,r' ANCF OPR ATE PER ANCHORS, TYP. •"' SCHEDULE, 888 f ttt# 0, 75 ; a 2" TIE -DOWN CLIP 4 ANCHOR DETAIL O,St!" - 1,_,0...". cLro TS uIPTAIL -. Le1t 5N-- N2Ntlr3s7- 8 ? A BFACTORY MILLED V' OHOLES, ONTACT WITH"EAE OFiEACH CMEHANICAfUNIT TYP.UTILIZEO(RS pACEDescwrnont - FROM 2" CLIP ANCHOR - @ SCHEDULE, TYP. 2 2" CLIP ISOMETRIC DETAIL ISOMETRIC TABLE 1: Vult=175'MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE-) I ALLOWABLE ROOF'-T'OP HEIGH'I'(H) l TIE -DOWN CONFIGLJRA110H TYPE MAXIPiUM SURFACE AREA OF UNIT UNIT ) CS C2 ;0- C4 UNITS LA90EST HEIGHT WIDTH FACE 6 FT' Y24 MAx 13 MI- N Y•-"}!(A Af GNAOE Ai'GRAOE H s 20p FT 4 FT2 32 MAX 1 NIN NIA AGRADE AT GRADE H 5 60 F7 4FT « AT GRADE Ns200FT (.H<30FT HS260FT 6FT AT GRADE HS40R AT GRADS HS21JOFT 9 F72 48 MAX; 24 MINI N/A ATGRME AT GRADE Ni1SO FT . FiIA AT GRAM ATGRADE H:; 40 FT = j.18 fT'2 !,_„NIA Ai GRADE N%A AT GRADE, JO FT _.. } NIA At GRADE NIA AT GRADEl I00MAX4BMN ! NIA AT GRADE NIA AT GRADE NIA N/A N/A AT GRADE .: 36 f2 ?... NOA NIA NIA AI GRADL THIS 7A8L"eiSPERMiS518LE TO BE USED WITHIN THE HVH7. WHICH CONTAINS BROWARD AND MIAMI DADE COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAINFLORIDA COUNTIES; TABLE_ 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY it STRUCTURE`) SURFACEAREAOF UNIT Fm UNIT l Cl UNITSIAtGEST HEIGHT WIDTH I FACE ALLOWABLE ROOF -TOP HEIGHT J6 TIE - DOWN CONFIGURATION I'YPE C- 2 C3 C4 h 6F 24 MAX; 12 MIN N/A H<2GO FT ADE 60.FTTCIR<1501" H tOU FT t PEI• F 15 FT 32 MAX L5 MIN' N/ GO FT FI<20C FT. AT GRADE H52D0 FT 4F i60FT<H5200FT1 AT CRAOF I H6200 FT H 5 200 FT H 2.01 F'I' ' 6 FT2 AT GRADE I H 200 FT FT t60 11 FT H 200 F" H •_ 200 PT - 4 F'2 48' MAX v 24" MIN NIA H 5 00 FT 60 ATa N 5DR0 FT N S 2D0 FT 12 FT2 l _.. I I N/ A AT GRACE: IbO FT HS200 FT; NIA HSi00 FT s 15 FT2 I N/A AT GRADE I ,... N/ A H 5200 FT 20 f 2 1..... NIA I AT GRADE NIA H 5 200 FT J5F NfA N/A tN/A H530 ET 60 FT <H S200 FT. a 30 60" MAX -48' MIN) E AT f- 2 WA N/A NIA 60fTckRS ISO 36 FT' I N/A N/A MIA AT GRADE- .. AS AN EXAMPLE., THIS TABLE IS PERMIS518LE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABIU'IY OF THIS TABLE VJIT'HM CERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE Will A RISK C.;4T EGORY II STRUCTURE. IN THE HIGH VELOCITY HURRICANE ZONE-) AtCOWABi€ ADOF•70P HEIGHT H TI€ IDOWN CONFIGURAT)ONIM SURFACEAREAOF UNIT UNIT i C t CZ CT C4 $ UNrM'_ 0dfST HEIGHT JIOTF FACE. H l 6F' 2 24 MAX 12 MIN. a NIA ATGRAOE. A7 GRADE i S200 fT 1 qFT' 327NIAX zIS MIN) NIA AT GWAOE N/A NS30fT 7 4F7 ATGRADE H 2tl0 T ATGRADE - HS200FT 6T - 01A. H515FT ATISUCE H5200 fT 9 F 48" MAX 24' MIN 'Na t A I G GAD! ATGRADE H SEXIfT I 7 ' fl N/A AT GRAOc N'%A AT GRADE AlGILR; 7E.. NA ATGRADf 20 F7 sIA AT GRADE NIA AT GPAOF.,I 2SfT2 N/A N/A NIA A?CHAI`E - i.. i0 Ft 6 MAX 48 MIN N/A N/A WA RT GRAD£.,( ilitS tA01E TSrERMI$SIBLE 708E USED WITHIN'i4HVHZ WHICH CONTAIN BROWARDAND MIAN41- DADE COUNTIES., CHECK W!7H LOCAL. ALIT HORI'!'Y HAVING JURISUICI ION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF-TOP.HP:GHTtj TYi! E-0OWN CONFIGURATION TYPE MAXIMUM SUR ACCAREAOF I UNIT'S LARGEST UNIT UNIT F! EIGI IT WIDTH Cl C2 C3 C4 FACE a.. 6 FT 24" MAX 12" MIN N/A H ; J00 FT AT GRADE to FT BADE f' H 5 2C0 F m I 5 FT2 32" MAX 15 MIN NjA GRADE AFT` 60FT,H N/ A H S , 200r 5;200 3 4 FT2 AT GRADE IIS200FT H5zoo FT H5200FT C0 FT 5100f I y 6i r: N/ A H 5 200 FT H 15 FT 5 6C FTaH2O0 FT H 5 200 F 1, I 9 FT' 4 " MAX . 24" MIN N/A R* 0fi4HSZwI'll A GRADE H 5 2C0 FT I 12 FT' j(j{ N toAT SRAOE 6OfT4H5120FT- N!A H 5 200 FT 16 FV N/ A N(A N/A H 5 40 pF <N 200 Ft. 20 FT2 N!A AiiWApE N/A H540 FT 60 FT H 200 FT f 25 FT' rr i NIA NIA NI' AT GRAD 60 FT, H5400 FT Y .. 60" MAX 48" MIN I—-A.. 0"... . GARRD. AE 30 FT' N/AH/A NIA 6GF T <H5 ICR, FT` i6 F''I'2 NIA N/A N/A AT GRADE A5 AN EXAMPLE THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY CHECK WITH LOCAL A1.1 i'HORi 1'Y HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE wi mm CERTAIN FLORIDA COUNTIES, n Z n^ IH O J y a Q y y v p g ZOrMm qa 0p t w GWo Za Z N Lij 5 Z G E 0'Caw FwF C G lAql' TABLE S Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWAME ROOP40P NEIGHT.till . T1E ODWN CONFIGSIRATIOM`[YPE MAXIMUM SURFACEARFAOF UNIT UNIT Cl ? C2 C3 C4 UNITS LARGEST HEIGHT WIDTH FACE I 6 FT'24' MAX 12" MIN H S 1S FT 60 FT<H 5120 FT H 5.200 FT Hs 200 FT H 5.200 FT 9 F1'' `32"MAX 15"MIN ATGRADE i H5200 F! a H52U0 FT H5zoo F! 4 FT' H S 200 FT t H 5 200 FT H 5 200 ET j H 5 200 FT M H540 FT . H5200 FT IH5200 FT H!; 200 FT6, 60 FT<H5200 FT 24"MIN t... ATGRADE T 60 FT<HS80 FT H5200FT N5200 FT H5200 FT9FT' t 48"MAX; l_ H640 FIT F7' ) ATGRADE HS200 FT 60 F' < H 5 200 FT H5200 FT N/A j H 5 200 FT H 15 FT FT 5100 FT H 5 200 FTt16F7-'•--- V-- a 20 FT i s I N/A H S 200 FT H51SFT WFT H5180 FT H 5 200 FT t 25 FT N/A Hs40FT ATGRADE H 5 200 FT I 160"MAX 48'MIN _,..-.. . ._ 60 FT < H 5200 FT'6D FT <H 580 FT y NIA H515 FT ATGRADE H 5 200 FT 30 FT' 60 FT 6160 FT 36 FT' I N/A ATGRADE ATGRADE H., 20D FT 60 FF< H 580 FT; v_ TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) AILOWABLF ROOF - TOP HEIGHT (H) TIF-DDWN roN FIGI IRATIDN TYPF MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 ! C3 CAS UNIT SIARGEST HEIGHT WIDTH FACE 6 FT' 24"MAX 12"MIN } ATGRADE HS200 FT } H<200 FT H5200 Ff, mmH 9 FT° 32" MA% IS'MIN s N/A H 5 200 FT 3 5 S. 5 Ff _ 60 F7< H5200 FT: H 5 200 FT i 4FT' H5200 FT H5200 FT ! H5200 FT j H5200 FT 6 FT, ATGRADE 60 Ff < H 5 ISO III i H!; 200 FT { H5200 FT H5200 FT 9 FT' 48"MAX 24"MIN ! ATGRADE H5200 FT HA40 FT 60 FT< H5200 FT H52DO FT ) ATGRADE 12 FT' N/A H520U FT 60 FT Hst40.FT H520D FT 16 FP N/A H5! } 15 F ATGNAdE H5200 FT x 60F00 f 20 FT' L NIA H530 FFT 60 FT < 14 AT GA(tOE. H 5 200 FT 25 FP I NIA I ATGRADE 60 FT HS140 FT Al GRAM:< H 200 FT 30 FT' N/A ATGRADE t NIA H 5 200 FT i 36 FT' s WA ATGRADE I NJA I 115 30 FT OFT H52( 30 FT` TABLE 7 : Vult=140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE ROOF TOP HEIGH] (H) TIE -DOWN CONFIGURATION TYPE MAXIMUM— ..._,..,... SURFACEAREAOF UNIT UNIT Cl C2 C3 UNIT'S LARGEST { HELGHT WIDTH FACE 6FT' 24"MAX 12 MIN N/A i H5200 FT t Hs30 FT 60 FT H 5 200 FT 9 FP 32" MAX 15 MIN N/A J{I H 5200 FT ATGRADE 60T H _ 140 FT 9FP H<40 FT 60FT< H5200FT H5200 FT H5200 FT 6FT' ATGRADE H<_200FT H5200FT FT< H 5100 FT 9 FT' 1 48" MAX 24 MIN N/A H 9200 FT H 515 FT 60T'T < H 5 200 FT 12 FT' _ N/A 1 H 540 FT' 160 FT<H 5.2DO FT ATGRADE 60 FT<H 580 FT ATGRADE 16 fT' N/A fA FT<HS 200 FT N/A 20 fTl F N/A AT GRADE SOFT H 5200 FT ATGRADE 25 Ft, N/A ATGRADE 60 FT < H 180 FT N/A,. v..... ._. 60" MAX 48" MIN : .. u. __ .__ .__ . 30 FT' NIA N/A N/A' AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN•---••--•- 1 NJA N/A BREVARD COUNTY. CHECK WITH LOCALAUTHORITYHAVING )URI5DICTION 36 FT' j - N/A FOR THE APPLICABILITY OF PHIS TABLE WIl'HIN C'ER'I'AIN FLORIDA C'OUNI'IES. C4 H11200 FT « H 5 200 FT H520D FT I H 5 200 FT H 5 200 FT i H 5 700 FT H % 200 FT H 5 200 FT H <_ 200 FT Ht4ofF 0 FT<H5200 FT, H 1200 FT qw MwOB U v z v a « mm o 8 o= arc v i µwµer 0 Q FZ 6 y2 n aWo N. Z<G Z CL co £ 15-2378 0 ENGINEERING EXPRESS a I !To, PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida _ Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1{d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT i:VALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with A$;FWD1.7.61-88 test standards per test reports) #TEL 01970387A and #TEL 0197.0387E by Test N ,. ; oratork Inc. STRUCTURAL ENGINEERING CALCULATIONS Rg`r t4 E `-eer's Structural engineering calculations have been prepared which Ra esR aid evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2: Maximum Allowable Unit Height Frank 1 3. Minimum Unit Weight FE0049 4. Maximum Allowable Unit Surface AreaIIN1tpIf 5. Clip Configuration and Anchor Spacing 6, Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM QW57ENGINEERINGi`.'t-1- CG 3 ` 4/ 14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e., engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 5W 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM CITY OF SANFORD BUILDING,& FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $t tl) `f Ltf1S Job Address: 4 —1 -- /?f'c P n,E' LL=m . Historic District: Yes No DQ Pat -eel 1D: I " Residential Commercial Type of NVork: New A i Addition Alteration Repair Demo Change of Else Move E Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact 11'erson: Phone: Fax: Email: Title: Property Owner information Name Y- Phone: Street; 3 Resident of property? Citv, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770)>941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name Street: City, St, Zip: Bonding Company' Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE 01+ CONI'MF,NCF.MENT'MAY RESULT IN YOUR PAYING TNVICE FOR ]IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF .COVINVIENC.EMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT` WITH YOUR I,ENUIyR OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COiMi111ENC EMENT Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or instillation has C011111 '•nCCCI prior to the issuance of a permit and that all work will be perfortned to mcct..standards,, of all laws regulating c01tstruetion in this jurisdiction. I understand that a separate permit roust be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, Treaters, tanks, }ind 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: Acme 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 tbund 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. 0 - Acceptance ol'permit is verification that I Will notify the owner of the property of the requirements offlorida Lien Law, FS 713. The City ofSaill'ord 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 ol'subrilittai. The actual construction 'Value Will be Figured based an the Current ICC Valuation 'Fable 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. ONNINER'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. Si2nature o1'0\vner/AgCnL Date Signature ofContracJqlAgent 1 116"1/ Print Owner/Agent's Name Print Signature orNotary-State of lorida Date Owner/Agent is Personally Known to Me oi- Produced ID Type of ID EXPIRES GEORGIA JUNE 8, 2020 Contractor/Agent is _ Personally Known to Produced ID Type oFID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[] ElectricaIR Mechanic,a]E] Plumbingo GasFJ RoofF] Construction Type: Occupancy Use: Flood Zone: Total Sq Ft ol'Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: YCS No 7 # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: 4 of Stories: Plumbing - # of Fixtures. Fire, Ala ruiPermit: Yes R No[] WASTE WATER-. BUILDING: Revised June 30, 201,Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION 3q3 PERMIT APPLICATION F Application No: Documented Construction Value: S Job Address: 1 ('( I...C'..a Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New ® Addition Alte.ration Repair 0 Demo Change )off Use Mo`e Description of, Work: I `i`Cj I I.S v3 Pv r4-- n1( Ir. I Y to 1 4 i FR ` Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name ( c kj I.CC r I_<o%La Phone: Street: City, State Zip: Title: Resident of property? : Contractor Information Name, ` C t" -1 I I c _ Phone: Street: l Fax: Z- JQ I Q0 City, State Zip: P71 7.7 1 State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Arch itectlEngInee r Information Phone: Fax: E- mail: — Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT INPOUR PAYING T\VICE 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 i h 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 pernnits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pern-dt 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 pen -nit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual constriction value, credit will be applied to your pernut fees when the pernnit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all workvt-ill be done in compliance with all applicable laws regulating construction a ng. Signature of Okvner/Agent Omier/Agent's Name Date signature ofNotar -State ofrlorida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signarure VICoutractoiX=ent Date Print 87EPF4ANIE RALLO Commission # FF 175017 Expires November 9, 2018 aondod Thm Troy Fein Ineuranca 800J85d00 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONTR\TG: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 2015 Permit AppLication FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . 17-00002393 Date 11/03/17 Application pin number . . . 561311 Property Address . . 473 RED ROSE LN Parcel Number . . . . 21.19.30.510-0000-3000 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . Property Zoning . . . PUD Application valuation 224374 Application desc need noc Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . VB Occupancy Type . . . RESIDENTIAL USE GROUP Flood Zone NONE Other struct info . . PLUMBING FIXTURES 16.00 NUMBER OF STORIES 1.00 SQUARE FOOTAGE 2173.00 Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Phone Access Code 1011030 Permit pin number 1011030 Sub Contractor STRADA ELECTRIC & SECURITY Permit Fee . . . . 60.00 Issue Date . . . . 11/03/17 Valuation . . Expiration Date . . 5/02/18 Qty Unit Charge Per Ext( 150.00 .4000 AMP ELECTRICAL - NEW CONSTRUCTION Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25, 01-APPLCTN FEE -BUILDING 25. 01-APPLCTN FEE -PLUMBING 25, 01-BLDG PLAN REVIEW 675, 02-CURB CUT/DRIVE - S/F 40 01-FIRE IMP-RS 7-2017 373 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. c 410- 4 lllta lik ///3//7 CITY OF WORD f** CUSTOMER RECEIPT + Oper: ANTONINIL Type: OC Drawer: I Date: 11/03/17 01 Receipt no: 17859 Year Number Amount 2017 2365 493 RED ROSE LN SANFORD, FL 32771 BP BUILDING PERMIT RECEIPTS 87.85 2017 2364 497 RED ROSE LN SANFORD, FL 32771 BP BUILDING PERMIT RECEIPTS 87.85 2017 2393 473 RED ROSE LN SANFORD, FL 32771 BP BUILDING PERMIT RECEIPTS 187.85 Tender detail CC CREDIT CARD $263.55 Total tendered $263.55 Total payment $263.55 Trans date: 11/03/17 Time: 10:06:41 FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00002393 Date 11/03/17 Application pin number . . . 561311 Other Fees . . . . . . . . . 01-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 26.36 O1-BLDG DBPR SURCHARGE 37.57 Fee summary Charged Paid Credited Due Permit Fee Total 60.00 00 .00 60.00 Other Fee Total 12816.03 12788.18 .00 27.85 Grand Total 12876.03 12788.18 .00 87.85 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number 17-00002393 Date 11/03/17 Property Address . 473 RED ROSE LN Parcel Number . . . 21.19.30.510-0000-3000 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . Property Zoning . . PUD Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Phone Access Code 1011030 Permit pin number 1011030 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 221 SSB FOOTER/SLAB STEEL BOND 20 212 ELO1 ELEC ROUGH 20-1000 216 TUGP TEMPORARY UNDERGROUND POWER 1000 213 EL02 ELECTRIC FINAL y-75%2.a /CAW, 7- Z-Y 2 DE'CRIPTION AS FURNISHED: Lot 300, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. f: LOT 301 LOT 295 I I N 00010'44" W 40.00' A 24.80' LOT 300 24.80 5.00, 5.00' C O O N 00 5.00' M r; 0 c6 5.00' 20.0' 25.20' 25.20' F\ 10' UTIL. ESMT. LOT 299 i ry7 49.58'— B.B.)S DOD 10' 44" E PC) 40.00' ON LOT AREA CALCULATIONS: R, LOT - 4,800 LIVING = 1,589 GARAGE SQ.FT. SQ.FT. 399 SQ.FT. G G ENTRY - 78 SQ.FT. LANAI = 107 SQ.FT. RED ROSE LANE BREEZEWAY— N/A DRIVEWAY = 403 SQ. FT. SOFT. 50 R/W) TRACT I A/C PAD = 12 WALKWAY = 55 SQ.FT. SQ.FTT. UTILITY & ACCESS R/W 0 2,641 SQ.FT SOD 2SQ.FT. 159OFF 0 U I Oepy AP ORN = 110 SQ.FT Q BUILDING SETBACKS: SIDEWALK - 200 SQ.FT. PROPOSED = FINISHED SPOT CR40E ELEVATION FRONT 25' SOD — 130 SQ.FT. PER DRAINAGE PLANS REAR = 15' PROPOSED DRAINAGE FLOW SIDE = 5.0' PROPOSED INFORMATION SHOWN AREA — .5,2a0 SO.FT. LOT GRADING TYPE A SIDE CORNER = 10' BASED ON SUPPLIED PLAN AND/ OR INSTRUCTIONS PER DRIVEWAY = 513 SQ.FT. SIDEWALK PROPOSED F.F. PER PLANS — 25.0' CLIENT NOT FIELD VERIFIED 253 SQ.FT. SOD 28 SO.FT. CRUSE' NMLTYL'R-SCOTT ASSOC., INC, - LAND SURVEYORS LEGEND - LEGEND - P • PUT POL POINT ON 5400 E. COLONIAL DR. ORLANDO, FL. 32607 (407)-277-3232 FAX (407)-658-1436 LINEF = FIELD TYP. •TYPICAL NOTES: I. P. IRON PIPEPR.C. • POINT OF REVERSE CURVATURE IR. IRON ROD P.C.C. 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE ST.WDARDS OF PRACTCE SET FORTH BY THE FLORIDA BOARD Of POINT [ IF COMPOUND CIARVATURC CK CO CRETE MONUMENTRAD. ` RADIAL PROFESSIONAL SURVEYORS AND ALIPPERS IN CHAPTER 51-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET LP.• 1/2' I.R. R/BLB 4596 NR. ` NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S 57OMTURE AND 01WGINAL RAISED SEAL THIS SURVEY WW OR COPIES ARE NOT VALID. REC. - CD • J. THIS SURVEY WAS PREPARED FROM TITLE INFORMAT" FURNISHED TO THE SURVEYOR. THERE ANY BE OTNFR RESTRICTOHS POINTRECOOCW.P. EDOiT P.0.8. • POINT OF BEGINNING CALL • CALCULATED CALCULAVITMESSTED OR EASEMENTS THAT AFFECT THIS PROPERLY. P.O. C. • POINT O< CONNENCCMENi PRM • PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IAB+ROVEMENIS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. E = CENTERLINE FF. • FINISHED FLOOR ELEVATION 6. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY: N&D • NAIL L DISK BSL • BUILDING SETBACK LINE OF-VAY BM • BENCHMARK RIVESM RIGHTEASEMENT1DJL1A6. DIMENSIONS SHOWN FOR THE LOGTTON OF NPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES ESMT. • EASEMENT BASE BEARING 7. BEARINGS ARE BASED ASSUMED DATUM AND ON THE LANE SHOWN AS EILSE BEARING (B.B. DRAOL DRAINAGE 6. ELEVATIONS 1F SHOW, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. • UTILITY 9. COMFICATE OF AUTHORIZATION No. 4596. CLFC. = CNAIN LINK FENCE VO.FC. • V00D FENCE C/H CONCRETE BLOCK P.C. • POINT OF CURVATURE SCALE F--- 1• 20'—i DRAWN BY: ras P.T. POINT OF TANGENCY DESC. DESCRIPTION CERTIFlED BY. Oq _ ORDER No. _ L RAUS ARC LENGTHPLOTPLAN 06-26-17 2539-17 D DELTA FORA490ARD FOUNDA770N/ELEYS. 11-01-17 4718-17 C • CHORD C.H. CHORD BEARING NORTH THIS BUILDING/ PROPERIY DOES.NOT LIE WITHIN THE ESTABUS14ED 100 YEAR FLOOD PLANE AS PER FIRM' X. CRUSE /EVER, R.L.S. # 4714 ZONE X. MAP ,/' 12117C 0055 F. J S W. SCO , R.LS 1/ 4801 UNIVERSAL ENGINEERING SCIENCES M Consultants In, Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd • Orlando, FL • 32811 407.423.0504 Fax:407.423.3106 Activity Record Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Date of Activity: Monday, November 6, 2017 Technician: Albert Jacome UES Project No: 0110.1401008.0000 UES DOCS No: UES Report No: 9336083-0 ARC 110617 On -Site Time (hrs): 0.00 Lab Time (hrs): 0.00 Travel Time (hrs): 0.00 Total Time (hrs): 0.00 1--,2.35'3 As requested, a Universal Engineering Sciences Technician was present at the above referenced project site for the purpose of earthwork testing for the Lot#300 (473 red rose In), Lot#302 (481 red rose In), Lot#306 (497 red rose In), Lot#305 (493 red rose In), Lot#152 (red rose In). While on site, the technician observed the general condition of the areas to be tested and performed 5 density test(s) for Lot#300 (473 red rose In). All test(s) were performed in accordance with the ASTM D-2937 Drive Cylin-edr__Method and were found to meet the project compaction requirements of 95% of the maximum dry density per ASTM D-1557. While on site, the technician observed the general condition of the areas to be tested and performed 5 density test(s) for Lot#302 (481 red rose In). All test(s) were performed in accordance with the ASTM D-2937 Drive Cylinder Method and were found to meet the project compaction requirements of 95% of the maximum dry density per ASTM D-1557. While on site, the technician observed the general condition of the areas to be tested and performed 5 density test(s) for Lot#306 (497 red rose In). All test(s) were performed in accordance with the ASTM D-2937 Drive Cylinder Method and were found to meet the project compaction requirements of 95% of the maximum dry density per ASTM D-1557. While on site, the technician observed the general condition of the areas to be tested and performed 5 density test(s) for Lot#305 (493 red rose In). All test(s) were performed in accordance with the ASTM D-2937 Drive Cylinder Method and were found to meet the project compaction requirements of 95% of the maximum dry density per ASTM D-1557. While on site, the technician observed the general condition of the areas to be tested and performed 5 density test(s) for Lot#152 (red rose In). All test(s) were performed in accordance with the ASTM D-2937 Drive Cylinder Method and were found to meet the project compaction requirements of 95% of the maximum dry density per ASTM D-1557. The Contractor was notified of the test results or a copy was left for their records. This test(s) was performed without deviation from ASTM procedure. This report shall not be reproduced, except in full, without the written approval of Universal Engineering Sciences. CITY OF SANFORD BUILDING & FIRE PREVENTION T PERMIT APPLICATION a Application No: ' 1 Documented Construction Value: $ Atq(v _A Job Address: `` Historic District: Yes Nopq Parcel ID: ResidentiaLo Commercial L I Type of Work: New§q Addition AlterationEl Repair Demo Change of Use Move Description of Work:"T gb_ _ 13 t'tln U3 r K- Plan Review Contact Person: " , S Title: Phone: Lk1-4s C-8C)o Fax:a'[- -3853 Email: %1 iGC C Q.y, i r- Property Owner Information Name ' 6Phone: K) { Street: Resident of property? City, State Zip • Contrai; for Information G Namek- jAit-t Phone: -t U- Street:. TS G C J Fax: ` 7 Q 6J City, State Zip • (\. 4(1 Za7r71 State License No.: CACO:3 Q Q Name: Street: City, St, Zip: Bonding Company: Address: ArchitectlEngineer 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application r NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verifioation 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 at work will be done in compliance with all applicable laws regulating construction and zn g. Signature of Owner/Agent Date Sigr re of Contractor/Agent tc Print Owner/Agent's Name P ' t ContracicdA cnt's Name A r 1 `7 Signature of Notary -State of Florida Date Signature of No ry-State of Flotida L)a e CHERYL D AKERS MY COMMISSION # FF998862 ot EXPIRES June 05, 2020 4#j 53 F10rideNoWrySeMc0,x0m Owner/Agent is Personally Known to Me or Contractor/Agent is _j,n-ersonally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application sW F!>T,J6LI3• t IW) feel 'Vlhdot Name: fktl-+jiI,Eplamo go.Rjigivj'R0- 5/19/1016 Vender 511- re 3.. na•e'[3++- sl] eMMaUI r Cieee i' J' F rµ t:.Y ta,;t.n _:- . TM hrrih{IY:AA[Jnl Sifnalurt :_ DJ:L 7"MAY AM Yf trila iY!ak rt kEi'*? i°cn• `:A.,7l x,t.. ,,. r-..ra ipfKr.. ":"'. cI Elm r r ri0gw 1tOf41 4d11iK tr.,afx 4r'r_T.RN > L POOR 12:tJ:] 31 fLwwemMv }Sr ttlSrb tr!.]}+Yrl D+a.:... .KSCMJJ Lia v.WA:' "Y`4f0, x.' 9t. N, C..- ah tR.. :•N41-GH®26": 4AG li# Di r:.. J ._ -.__. _ ke>.«;CWm SL,frY-0C 1.DS IV,11 LtJ-Sivn+LuwS.!Y: ISLJJr! A:+[+Nllt'maem DY.t)en iEus"'- - te.e..rt 1 STN vu4, DaIaYN eELNIIMUIIAG, Me WNDI}WMw„t 4 DeIY)IG rn-:PMtF l>+p 1. SS.SI'-SAC if.JJLSf. r GrL 0. 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Lfa >C?C Y L i La lv .H ti L M Yra.p f(q T 2.q 1L1 hlt w a iYIM^6 insN- L S]C NSJ._V Gi]tfLi ?S.ev' JIfYwV{: Nwr mIRl LL.1Y MIWNIOef eDtv_VenrU.WerYwnr L Fx/[ir Jinn fYc i'F11-;,4', 1RK tPnl!'xV OLL AM NUIw4 rikCM 2fXYW^A 1 1[JISU i7 r.er'l .roe CN.+'?'-•'iLt er !ki vK` I,m fir.4A! f.Si{;KI W cnum6 Mam5e - befe >. e t.n srunwL Yneau SANF®RD FIRE DEPARTMENT Building & Fire Prevention Division RESIDENTL4L FENCE PERMIT APPLICATION Application No: Documented Construction Value: $ /6rVb Job,Address: 473 [, Historic District: Yes No Parcel ID: Z l 1 q `3 0,5,l D O D p a 3 a a -0 Plan Review Contact Person:? PGG Title: Phone: 4V?-C3 7q `-Af rC Fax: 4 3&V Email• , ,-ci r,yi,ur"f Residential Fence Information Type of Fence: Wood Metal PVCNinyl • Fence Height: 6 Feet # Gates: Additional Information: Iron Other Total Linear Feet: -/0 Fences with a height of over 6 feet wifi require signed & sealed structural engineering" Property Owner Information Name f Phone: Street: 260b /c ,,.ev, ' = Resident of property? City, tate Zip: Fence Contractor Information Name , Fe4 Street: 3 City, State Zip: Lg,,>o, r 6L,c4 i:L 3 ` t -70 Phone: Fax: Please Note: The Building Department does not perform site inspections on Residential Fence permits A signed and notarized Fence Affidavit is required to be submitted along with this permit application. Please see the attached Fence Permit Submittal Guidelines. k 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. Effective: August 1, 2017 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 ]CC 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. Signs re otary-State of F o i a o ate, •(vilSSlp'@> 4 r` r o G . ' Q emberJ ` c Q•: a Cn o ; #FF229021 ro,95d °"+`i a 4dad ihN +y Owner/Agent is Personally Knowrt o° e'grundeV0' Produced ID Type of ID F°'' ir`v'' U, 174 6 - I1 13 1-7 gnature of ntractor/Agent Date 14S&w)( -p4w Pri ontractor/Agent's Name Signature of Notary -State of Florida Date PATRICIA L. BARTELS WisPersonallyNotary Public, State of Florida CommissionGG 148852 My comm. expires Nov. 15, 2021 Contractor/Agent Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Ok to install approx. 40 linear feet of 6 foot high tan PVC privacy fence as shown on plan. Fence shall be constructed with finished side facing outward. Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Pen -nit Application S- j I I v Building &Fire Prevention Division FIRE DEPARTMENT RESIDENTIAL FENCE AFFIDAVIT _ 6 FEET OR LESS IN HEIGHT) t. 8.-. PERMIT #: I / 3 ADDRESS: F XZ HEREBY AFFIRM THAT ALL OF THE FOREGOING INFORMATION IS T E AND ACCURATE. THE FENCE WILL BE INSTALLED IN THE APPROVED LOCATION AS SHOWN ON THE APPROVED SITE PLAN. THE FENCE WILL BE NO HIGHER THAN 6 FEET, MEASURED FROM GRADE. THE FINISHED SIDE OF THE FENCE IS REQUIRED TO FACE OUT. IT IS THE HOMEOWNER'S RESPONSIBILITY TO VERIFY THE FENCE IS PLACED WITHIN THE PROPERTY LINES AND ANY DISPUTES BETWEEN ADJACENT HOMEOWNERS WILL BE A CIVIL MATTER. I UNDERSTAND THAT FAILURE TO PROPERLY FOLLOW THESE GUIDELINES AND ADHERE TO ALL CITY CODES (SANFORD LAND DEVELOPMENT REGULATIONS, SCHEDULE F) COULD RESULT IN THE FENCE HAVING TO BE REPLACED, RELOCATED OR REMOVED AT THE OWNER'S EXPENSE. FENCE CONTRACTOR BY SIGN I G THIS AFFIDAVIT, YOU ARE ACKNOWLEDGING YOU HAVE MADE THE HOMEOWNER AWARE OF THE FENCE AFFIDAVIT STIPULATIONS AS STATED ON THIS DOCUMENT. CONTRACTOR: SIGNATURE: HOMEOWNER (OWNEWBUILDER) OWNERBUILDERNAME: OWNER /IBUILDERSIGNATURE: ^-----' XxP EASE NOTE"" DATE: I I DATE: ' / A Kl / 7 THE BUILDING DEPARTMENT WILL NOT CONDUCT ANY INSPECTIONS ON RESIDENTIAL FENCES. TPIIS AFFIDAVIT MUST BE PROVIDED, SIGNED AND NOTARIZED, AT THE TIME OF PERMIT SUBMITTAL ANI): WILL AS THE FINAL INSPECTION APPROVAL FOR THE FENCE. ATE OF FLORIDA COUNTY OF 1,71 JL(:: orn,to and Subscribed before me this i 0 day of 11119f9 t/tJ/K &4K 20 a by: y id i 'fiication) Signature of Notary Public Sta f/F,lorida Print/Type/Stamp Name of Notary Public Who is Wersonally Known to me or has Produced (type of E. as identification. Effective: August 1, 2017 G PATRICIA L. BARTELS Notary Public, State of Florida Commission# GG 148852 My comm. expires Nov. 15, 2021 DESCRIPTION AS FURNISHED: Lot 300, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 701 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONIN DATE 22 LOT 295 1 I Ok to install approx, 40 linear feet of 6 N 00010' 44" W I foot high tan PVC privacy fence 40.00' as shown on plan. F—ence shall be h rY constructed with finished side facing outward. 18.13' 18,13' 24.80' LOT 300 00' 5 16.0' LANAI 5.00' S.00' 30.0' 3.5'x3.5' AC W CO p O O PROPOSED RESIDENCE O r1 MODEL: AMESBURY-C 0 14- 0 2 CAR GARAGE LEFT In p LOT 301 CO o 0 Co LOT 299 5.00, o 5.7' ci PORCH 10.0' 5.00, 20.0'' 16' WALK DRIVE 25.20" 225.20' 10' UTIL ESMT! F-1 5' CONC. WALK 3' FLARES CURB B.B.)S 00010'44" E 40.00' RED. ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS RIW 49.58, PC) LVI q,ODU JV.r 1. LIVING 7,589 SO.FT. GARAGE.: 399 SO. FT. ENTRY 78 SO. F1': LANAI 107 So. FT. BREEZEWAY= N/A SOFT. DRIVEWAY 403 SOFT. A/C PAD 12 SO.FT. WALKWAY 53 50.171. IMPERVIOUS= 55.0 x 2,641 SO.FT. SOD 2,159 SOFT, OFF LOT AREA CALCULATIONS: v F\Iq APRON - 110 SQ.FI. PLOT PLAN ONLY` Q + BUILDING SETBACKS: SIDEWALK = 200 SO. FT. PROPOSED = FINISHED SPOT GRADE ELEVATION FRONT = 25' NOT A SURVEY) SOD130 SO.F7_ TOT A Af-" PER DRAINAGE PLANS REAR = 15' AREA = 5,7.40 SOFT. U-- =1 PROPOSED DRAINAGE FLOW SIDE = 5.0' PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT. LOT GRADING TYPE A SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 25.3 SOFT. PROPOSED F.F. PER PLANS - 25.0' CLIENT NOT FIELD VERIFIED SOD = 2,289 SOFT. CRjUSE'VHEE TR-SCOTT & ASSOC., INC. - LAND SURI E-MRS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436P • PLAT PDL • POINT GN LINE NOTES: F 1P. • FIELD TYP. TYPICAL IRON PIPE P.R.C.• POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF x. - IRON ROD P.C.C. • PO NY OF COMPOUND CURVATURE PROFESS1094L SURVEYORS AND MAPPERS IN CHAPTER SI-17 FLORIDA ADMINSTRATTVE CODE PURSUANT TO SECOON 472.027. FLORIDA STATUES C.H. CONCRETE MONUMENT RA0. • RADIAL 2. UNLESS EMBOSSED WIN SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET LP. . REC. 1/2. 1R r/BLB 4596 NA. MON-RADIAL RECOVERED VP. • WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORANTION FURNISHED TO N£ 5URVEYOR. THERE MAY BE OMER RESTRICTIONS P.O.H. •POINT P.O.C. . OF BEGINNING CALG •CALCULATED POINT OF COHMCNCEHENT PITH • PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVF]IENTS HAVE BEEN LOCATED UNLESS OTHV MTSE SHORN. f * CENTERLINE FF • FINISHED FLOOR ELEVATION S. THIS SURVEY LS PREPARED FOR THE SOLE BENEFIT OF NOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER CNIITY. NLD • NAIL L DISK DSL BUILDING SETBACK LINE BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF WPROVEWEN S HEREON SHOULD NOT BE USED TO RECONSWNUGT BOUNDARY LINES R/VI . EASEKRIGHT-VAY BA • EASEMENT BIB. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRATDRgIN. •DRAINAGE B. E7IVATK)NS, IF SHOWN, ARE BASED ON NNTIQ'!AL Cf00ETIC DATUM OF 1929, UNLESS ONFRWTS£ NOTED. UTIL• UTILITY 9. CERTIFICATE OF AUTHORIZATION No. 45P8. CLFC. VD.FG • CHAIN LINK FENCC WOOD FENCE SCALE V-- 1- >• 20'— DRAWN BY: trrJillC/D • P.C. P.T. DESC. CONCRETE BLOCK POINT OF CURVATURE POINT OF TANGENCY DESCRIPTION CERTIFlED BY: DATE ORDER No. 25J9-17R • L .ARC 0 • C - C.B. RADIUSLENGTH VC TACHORDCHORD BEARING NORTH PLOT PLAN 06-26-17 THIS iBU1LDING/PROPERTY DOES. NOT UE WTTHIN 0 X. GRUSENMEYER, R.L.S. j 4714THEESTABLISHED100YEARFLOODPLANEASPER 'FIRM" ZONE X. MAP / 12117C 0065 F. ES W. SCOTT. R.LS A 4801 DESCRIPTION AS FURNISHED: Lot 300, THORNBROOKE PHASE 4, os recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 295 N 00010' 44" W I REC. 1/2" 1.R.ION PVC 40. 00' ON I REC, 1/2" I.R. NO I.D. FENCE NO I.D. I 24.60' LOT 300 3.5'x3.5' AC PAD 16.1" COV'D. CONC. 5.00' 5.00' 30.0' W O O O O O 0) ONE STORY O d' RESIDENCE 0) F.F.= 25.01 0 LOT 301 00 0 0) 0 LOT 299 2 E; 4.3" 5.00' 7 5.7' 0 v COV'D. BRICK 20.0' 10.0" CJ 5.00" 16" 4 BRICK BRICK WALK DR. 25.20' 5.20' fir,?fl. ON 10' UTIL. ESMT. ONVOLINELINE 49.58' O REC. 1/2" I.R. 4' CON( WALK REC. 1/2" I.R. PC) NO I.D. NO I.D. e.6.) S 00010' 44" E 40.0.0 ON LOT AREA CALCULATIONS: ry v,\ ryO LOT = 4,800 LIVING = 1,589 GARAGE = 399 50.FT SQ.F1: SOFT. G G ENTRY = 78 SO. FT. LANAI = 107 SO. FT, BREEZEWAY= N/A SO FT. RED ROSE LANE DRIVEWAY = 403 SOFT. AICPAD = 12 SQ.F 50' R/W) TRACT I WALWALKWAY = 53 SQ.F1. . UTILITY & ACCESS R/W IMPERVIOUS = 55.0 2, 64.1 SOFT. ion = 9 159 So. FT". OFF LOT AREA CALCULATIONS: 0R/ W = 440 SOFT. APRON Q0 QBUILDING SETBACKS: SIDEWALK = 200 SO.FT. PROPOSED = FINISHED SPOT GRADE ELEVATION FRONT = 25' SOD = 130 SOFT. TOTAL AREAS: PER DRAINAGE PLANS REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5, SOFT. V— = PROPOSED DRAINAGE FLOW SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY 573 Sc).f1. LOTGRADINGTYPEASIDECORNER = f0' AND/OR INSTRUCTIONS PER SIDEWALK = 253 SO.. T. PROPOSED F.F. PER PLANS = 25.0' CLIENT(NOT FIELD VERIFIED) I SOD = 2.289 SOFT. GRUSEINME yER—AS'COTT do ASSOC, INC. — LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDo, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT P.OL. - POINT ON LINE NOTES: F FIELD IYP. + TYPICAL I. P. = IRON PIPE PR.C. • POINT OF REVERSE CURVATURE 1, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I. R. +IRON ROD PEE. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C. M. CONCRETE MONUMENT RAD. RADIAL 1. UNLESS EMBOSSED Wf1H SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SFAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. = I/2" I.R. w/MLB 4596 MR.VP - NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. RECOVERED 4P. VITNESS POINT P. 0.8. = POINT OF BEGINNING CALL. • CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P.O.C. = POINT OF COMMENCEMENT PRA PERMANENT REFERENCE MONUMENT E = CENTERLINE FF. • FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY, NRD = NAIL L DISK BSL, BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/ V RIGHT-OF-WAY B-M • BENCHMARK 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT. = EASEMENT B.B. • BASE BEARING 8. ELEVATIONS, IF SHOWN, ARE BASED ON KITIOWLL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN. DRAINAGE UTIL. = UTILITY 9. CERTIFICATE OF AUMOPoZITION No. 4596. CL. FC. = CHAIN LINK FENCE VD. FC. VOOD FENCE C/ B = CONCRETE BLOCK SCALE 1-- 1' = 20' DRAWN BY: ••' P, C. PONT OF CURVATURE I P.T. PONT OF TANGENCY DATE ORDER No. CERTIFIED BY: ------------ ------- --- DESC. • DESCRIPTION R = RADIUS PLOT PLAN 06-26-17 2539-17 L = ARC LENGTH FORMBOARD FOUNDATION/ELEVS. 11-01-17 4718-17 D • DELTA FINAL/ ELEVS. 03-16-18 1309-18 C. B. . • CHORD BEARING NORTH C1 THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN --("// V -- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' TOM SENMEI'ER, R.L.S. 1 4714 ZONE ' X" MAP / 12117C 0055 F JAMES W. SCOTT, R.L.S 111 4807