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541 Red Rose Ln - BR17-003752 - (A) SFRCOUNTY OF SEMINOLE IMPACT FEE STATEMENT 37ST- STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000081 BUILDING PERMIT NUMBER: 18-10000081 DATE: February 01, 2018 0 , sb UNIT ADDRESS: RED ROSE LN 541 21-19-30-510-0000-3170 TRAFFIC ZOPJURISDICTION: SEC: TWPRNG: TW: 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 #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 541 RED ROSE LANE THORNBROOKE PH 4 LOT 317 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO - WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO - WIDE ORD Family Housing 5,000.00 1.000 dwl unit 5,000.00 PASingle KSA00LAW ENFORCE N/A DRAINAGE N/ A 00 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE, BUT NO 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 BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. 01-7 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ` ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE 1 V CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION s Application No: Documented Construction Value: $ do _ Job Address: Historic ((jJ Historic District: Yes Nog Parcel ID: ResidentiaQ Commercial L Type of Work: NewO Addition Alteration Repair Demo Change of Use El Move Description of Work:rt Plan Review Contact Person: \;Q.1 f'(.S Title: Phone: - $5 of , Fax: 3A?43 Email: t111GG F'1C !Yr L C xI Property Owner Information Name W Kim 5 Phone:. Street:`, _ __ Resident of property? City, State Zip:; Contractor Information c n Name r.' t Phone: GG g is - OUJ Street: 'C T 0 Fax: - S L lo •- 3 53pp City, State Zip., ft State License No.: Name: Street: City, St, Zip:. Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application e. 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 ofthis 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 ofSanford requires payment ofa plan review fee at the time ofpermit submittal. A copy ofthe 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• tat'il I work will be done in compliance with all applicable laws regulating construction and zo Signature of Owner/Agent Date Sig re of Contractor/Agent rc' 1 r Print Owner/Agent's Name P ' t`Contractor/A ent'sName Signature ofNotary-State of Florida Date Signaturepf No, ry-State of Florida me CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 4t17) I 084151 'F.tor aNWa`ryScritu:cori Owner/Agent is Personally Known to Me or Contractor/Agenf is, — Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE O' NI V 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 t !w'mrr Wacc+AOfZqm(wms) to " Gmh3 i>•gmis[-a ,i Vendor Namm:j P(R11fA ANW ili[YA+v2O; e1 5/19/2016 r `[.1rnc'e sne/zen'aUl'jVendorugnatura -_ -. p 6 r .et TM OurrAsaing Pgrr15rgnalarr - _ -. _p w. aar ZkvPn:klts ouli. Gili Sucu6tr - - 1-,aleart'1'P+d"" lNmiM prryr.L}Nm.,avrr a •... .. r... . ., 1:1 LX.Rsuw. x,.ri+.wrl - j +1SP 'III fix l "«ru;,- lkpi•xr. x .nvr.[.acc 1. wn. 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C+r e. u..q ;.+t+.rf.>-t>•r;: iShiirLr3t w.r.l+Tr OEl9M[ 1 NCOa rl Jwll„s W i•:Wc ODIs . .•i/a.r--+ pmr.- J1.rVev t l00 3YAA w[hasin0 MLIiaOe` Ilatc 0 Nsp+:YM2- CITY OF SANFORD 7 L BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 ( 3-152 Documented Construction Value: $ _!Y'+4 30'.50g.00 Job Address: P_ Historic District: Yes No X Parcel ID: X-19-30- fto -0000- 31 i 0 Residential 5 Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE y _ LOT NUMBER: 31 '7 &kAO& Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: dapbo&Permits PermitsPermits corn 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: 407-257-6940 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: N/A Mortgage Lender: N/A Address: Address: h WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify, that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5", Edition (2014) Florida Building Code Revised: June 30, 2015 1 Permit Application 3 vn,S• r-. 1% 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 ofFlorida Lien Law, ITS 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. Si ture ofOwner/Agent Date TAYLOR MORRISON OF FL IDA INC Print Owner/Agent's Name 2/( 3 Signature of Notary-Stat a D. ACLAjWate MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 rFoccnde Bonded TAN8udget Nohry SsW" Owner/Agent is YFS Personally Known to Me or Produced ID N/A Type of ID gnature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's N Signature ofNotary-S of Florida Date D. A C1.ARK MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 OFF Bonded Thrb ^udget Not;ni cmkes Contractor/Agent is YES Personally Known to Me or Produced ID NIA_ Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical,@ Mechanical ©' Plumbing© Gas Roof Construction Type: Occupancy Use: `tZ 3 Flood Zone: X--5 AT-, PC+(Ct) Total Sq Ft of Bldg:7—$_ Min. Occupancy Load: (S # of Stories: Z New Construction: Electric - # of Amps p _ Plumbing - # of Fixtures 2 Z J(5 Fire Sprinkler Permit: Yes No Y # of Heads APPROVALS:,.2;ONING 11 lit UTILITIES: COMMENTS: ENGINEERING: A -cc.. Z -Wtb FIRE: Ok to construct single family homewithsetbacksandimperviousareashownonplan. 46o/o 1 tN - c Fire Alarm Permit: Yes No Y-1 WASTE WATER: BUILDING: 5r 3.23- Revised: June 30, 2015 Permit Application r. U-( CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • Documented Construction Value: $ 1-13 ( 1 q Job Address: n I P_-0—d % 6 se- Ld/t'-P' Historic District: Yes No X Parcel ID: 1-19-30- i lo -0000-,3ig 0 Residential 1 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NUMBER: 31 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Properly Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : City, State Zip: MAITLAND FL 32751 Contractor Information Name , JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: Name: Street: City, St, Zip: — MAITLAND FL 32751 Bonding Company: NIA Address: NO State License No.: CBC1257462 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: NIA Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 Nvork 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 inthisjurisdiction. 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: 5t1 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as 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 ofFlorida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time ofpermit submittal. A copy ofthe 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 ofsubmittal. 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. KL /L Si azure of Owner/Agent Date TAYLOR MORRIS( Print Owner/Agent's Name 2/(3 Signature of Notary-Stata D. A Cate W COWISSION I FF X9108 EXPIRES: June 27, 2019f tFOFI-"' Bonded ThruBudget Notary SorVKa Owner/Agent is YM Personally Known to Me or Produced ID N/A Type of ID Z nature ofContractor/Agent I! 1- 7 Date JOHN ASA WRIGHT Print Contractor/Agent's N Signature of Notary-S ofFlorida Date MYCOMMISSION 0 FF 209108Al".0,41 EXPIRES: June 27, 2019 BondedThru ludiet Notary 4arirt,. Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Total Sq Ft of Bldg:, Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit:. Yes No APPROVALS:: <ZONING: ENGINEERING: COMMENTS: Gas Roof Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: WASTEWATER: FIRE: Revised: June 30, 2015 Permit Application Parcel ID Number: 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. 11111 fill 1111 E:f'fZhfi}i.-f: ral(J;{T' i_!::.R : 01 _::iRGUTG pilf'Tf'Ot_i_rR CLERK' S A, 2017125995 S. ORD1:146i FEI"_S '••11-Iil 0 lkt' E D B I{i ti"dOF'i 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 f i Legal Description : Thornbrooke Phase , according to the plat thereof, as recorded in Plat Book S ( Page-) 0' 7 1 of the public records of Seminole County, Florida. Addresses : 5q i (r e c( r 6 5 L 6c 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(1)(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 : XSignature of -Owner's Agent: 4 G Jo Asa Wright Taylor Morrison of Florida In Sworn to and subscribed before me this by John Asa Wright w ersonally know-,Wo o • •c, D. A. CLNiK MY COMMISSION 0 FF 2MI08 Notary Public DA Clark EXPIRES: June 27, 2019 My commission expires: 6/27/19 '" "ur•t °T Bohded Thai i!Ael N;r, y services Serial No. FF 209108 ary Signature: Notary seal: CERTIFIEDCOPYC RK OF 1- CRCUI C11n; TYFLORIDACqY c '?a Date i877-1 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: 541 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3170 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: N] New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) aptq FFUS LY 01 ® piliNs mC iuii I ,i 'p w . Flood Zone: X Base Flood Elevation: N/A Datum: N/A 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 The parcel is not in the: W 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- 3752 Reviewed by: Michael Cash, CFM Date: January 2, 2018 a+ n Application for Right -of -Way Use for Driveway, Walkway & Landscape Department of Planning & Development Services0RIDq www.sanfordfl.gov 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 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 and location of the existing right—of-way and use shall be provided or application could be delayed. w. 6 r 3 ` NncCallbs ore youfC211beforeyou dig. 1. Project Location/Address: "f ir--e. o k,,9— 2. Proposed Activity: Driveway Walkway F Other: 3. Schedule of Work: Start Date Completion Date El Emergency Repairs 4. Brief Description of Work:01AFRA YrV9 AWSM This application is submitted by: Property Owner. ? 6 yy Signature: r Print Name: AV4 d IJ .. o Address: AT/ e50 dh 1444lr 11V Phone:9" Fax: CiaM3'i r ( qss i ;r1t :.•' . , --ta Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance ofthe improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflictwith the above permitted activity, the permittee shall remove, relocate and/orrepair 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 a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 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: This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401. 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: r2 Seplember2010 SCPA Parcel View: 21-19-30-510-0000-3170 http://parceldetaii.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... I Property Record Card CrA Parcel: 21-19-30-510-0000-3170 Owner: TAYLOR MORRISON OF FL INC SCMr4-OOVNWTY. Fu x n. I Property Address: 541 RED ROSE LN SANFORD, FL 32771I Parcel Information Value Summary Parcel 121-19-30-510-0000-3170 Owner TAYLOR MORRISON OF FL INC Property Address 541 RED ROSE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 I Subdivision Name THORNBROOKE PHASE 4 I Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) $26,050 Land Value Ag Just/Market Value * $26,050 Portability Adj Save Our Homes Adj $0 Amendment 1 Adj $24,241 P&G Adj $0 Assessed Value $1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Legal Description LOT 317 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes i TaxinAuthority Assessment Value Exempt Values County General Fund 1,809 0 Schools 26,050 0 City Sanford 1,809 0 SJWM(Saint Johns Water Management) 1,809 0 County Bonds 1,809 0 1 of 2 12/13/2017, 9:58 AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Pprmif if 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 ArldrPcc! ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final i' "`. " ",...xsE Ji ^ .,. {+. i .,, E Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method ING Project Name: Lot317ThornbrookeSantaRosaCGRS Builder Name: TAYLOR MORRISON Street: 54 1 J?f6t r65e_& --R-" Permit Office: _a4,',3v City, State, Zip: , FL , Permit Number: r' - ] C SPh1F JOwner: Jurisdiction: 6 5 0 L Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) OEPAV, 1. New construction or existing New (From Plans) 9. Wall Types (2706.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ftz b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ftz 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1304.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1277.00 ft' 6. Conditioned floor area above grade (ft') 2138 b. Knee Wall (Vented) R=30.0 27.00 ftz c. R= ftz Conditioned floor area below grade (ft') 0 11. Ducts R ftz 7. Windows(367.3 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 427.6 a. U-Factor: Dbl, U=0.34 272.67 ft' SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 94.67 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 42.0 SEER:15.00 c. U-Factor: N/A ftz SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftz a. Electric Heat Pump 42.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 3.154 ft. Area Weighted Average SHGC: 0.313 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1277.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 ft' b. Conservation features b. Raised Floor R=19.0 78.00 ft' None c. other (see details) R= 42.00 ftz 15. Credits Pstat Total Proposed Modified Loads: 67.34 Glass/ Floor Area: 0.172 Total Baseline Loads: 68.86 PASS r/''7 7 1 hereby certify that the plans and specifications covered by Review of the plans and O4-KE S74Z this calculation are in compliance with the Florida Energy specifications covered by this Code. - calculation indicates compliance`,v,' s ' ` 0 withtheFloridaEnergyCode. completed rrrul„} 71 PREPAREDBY: Before construction is L7_ DATE: 1.2/11--_ this building will be inspected for compliance with Section 553.908 j """"` 4 d reby that this addaes', ned, is in compliance Florida Statutes. C G' O,pOWNER/ AGENT: the Flortidaify withEnergy Codeing, BUILDING OFFICIAL: DATE: -- -- - f ? - DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 12/ 1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot317ThombrookeSantaRos Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2138 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % 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 Blockl 2138 19669.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2138 19669.6 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor Main ---- --__ 78 ft2 19 0 0 1 2 Floor over Garage Main ---- ---- 42 ft2 19 0 0 1 3 Slab -On -Grade Edge Insulatio Main 117.6 ft 0 1157 ft2 0.38 0 0.62 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1428 ft2 320 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC IRCCV # Type Ventilation Vent Ratio (1 in) Area RBS 1 Full attic Vented 300 1277 ft2 N N 12/1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) Main 30 Blown 1277 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below 0mt T_o Wall_T-ype Space R-Value Et -In F_t In Area R=Value-Eraction-Absor. Grade%o- 1 N Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 3 E Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul Main 4.1 5 0 9 4 46.7 ft2 0 0 0.6 0 7 SW Exterior Concrete Block - Int Insul Main 4.1 5 8 9 4 52.9 ft2 0 0 0.6 0 8 W Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 37 6 9 4 350.0 ft2 0 0 0.6 0 10 Garage Frame - Wood Main 13 24 9 9 4 231.0 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood Main None 39 2 10 6 8 18.9 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 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 2 N 1 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in None None 3 N 2 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft2 1 ft 0 in 11 ft 8 in None Exterior 5 4 N 2 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft2 9 ft 0 in 0 ft 0 in None None 5 E 3 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 6 E 4 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 8 in None Exterior 5 7 S 5 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 8 S 5 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 4 ft 3 in None Exterior 5 9 SW 7 Vinyl Low-E Double Yes 0.58 0.32 22.7 ft2 10 ft 6 in 0 ft 6 in None None 10 W 8 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 11 W 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 12 W 9 Vinyl Low-E Double Yes 0.34 0.31 9.0 ft2 1 ft 0 in 11 ft 8 in None Exterior 5 12/1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ft2 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000409 2294.8 125.98 236.93 .3678 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 42 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 42 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 Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 427.6 ft Main 106.9 ft Default Leakage Main (Default) (Default) 1 1 12/1/2017 9:50 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan Feb Mar A r May Jun X Jul Augrl Se Oct Nov Dec Heating Jan Feb Mar Apr May Junrl Jul Auxl Sep Oct NovlDectXVentin [ Jan Feb X MarlX l A r [ l Ma Jun Jul Aug Se [ t Oct X1] 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 12/1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 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: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Raised Floor c. other (see details) FL, New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A 10. Ceiling TypesNoa. Under Attic (Vented) 2138 b. Knee Wall (Vented) Area c. N/A 272.67 ft2 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 94.67 ft2 12. Cooling systems ft2 a. Central Unit BE 3.154 ft. 0.313 Insulation Area R=0.0 1157.00 ft2 R=19.0 78.00 ft2 R= 42.00 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: 1 Date: bz v Address of New Home: rcy rC o S-e- tot City/FL Zip: CLSz,- 31 1171-? ( Insulation Area R= 13.0 1377.00 ft2 R= 4.1 1098.20 ft2 R= 13.0 231.00 ft2 R= - ft2 Insulation Area R= 30.0 1277.00 ft2 R= 30.0 27.00 ft2 R= ft2 R ft2 6 427.6 kBtu/ hr Efficiency 42. 0 SEER:15.00 kBtu/ hr Efficiency 42. 0 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat V14E ST47"o s+ t rf, COD WV, 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. 12/ 1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL AIR Manual S Compliance ReportQ11HWING - AIR coaomoa1110 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 For: TAYLOR MORRISON Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 30113 Btuh Latent gain: 5114 Btuh Total gain: 35227 Btuh Estimated airflow: 1450 cfm Job: Lot317ThornbrookeSant... Date: 6/4/2014 By: FJF Entering coil DB: 76.8°F Entering coil WB: 63.4°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230'++TDR Actual airflow: 1450 cfm Sensible capacity: 34327 Btuh 114% of load Latent capacity: 5255 Btuh 103% of load Total capacity: 39582 Btuh 112% of load SHR.- 87% Design Conditions Outdoor design DB: 41.7°F Heat loss: 27900 Btuh Entering coil DB: 69.1°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230'++TDR Actual airflow: 1450 cfm Output capacity: 39265 Btuh 141% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.0 kW 98% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. htsoft'a zo,7-Dec-01 09: age 1Wrii9Right-SuiteO Universal 2017 17.0.23 RSU24011 Page antaRosaCGRS\Lot317ThornbrookeSanlaRosaCGRS.rup Calc = MJ8 House faces: S EL ! Com onent ConstructionsP Job: Lot317ThornbrookeSant... date: 6/4/2014 T HEATING>AIR CDNINTIGNRIG Entire House By: FJF 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 Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 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 ff) - 17 ( M) Method Simplified Wet bulb (OF) - 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 ft= Btuh/ft2-0F ft2-°F/Btuh BtuhW Btu BtuhW Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 112" gypsum board int n 200 0.091 13.0 2.58 515 2.34 469 fnsh, 2"x4" wood frm, 16" o.c. stud e 374 0.091 13.0 2.58 962 2.34 875 s 240 0.091 13.0 2.58 618 2.34 562 w 398 0.091 13.0 2.58 1024 2.34 931 all 1211 0.091 13.0 2.58 3119 2.34 2838 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int fnsh e 330 0.201 0 5.69 1875 4.35 1435 s 47 0.201 0 5.69 265 4.35 203 sw 30 0.201 0 5.69 171 4.35 131 w 341 0.201 0 5.69 1938 4.35 1483 all 897 0.201 0 5.69 5102 4.35 3903 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" s 25 0.032 30.0 0.91 23 2.38 59 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk, NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 1 ft n sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.3 ft window ht, e 11.67 ft sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0 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, s 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 4.25 ft sep.); 6.67 ft head ht 212 0.091 13.0 2.58 546 1.44 306 30 0.340 0 9.62 289 12.4 373 40 0.340 0 9.62 385 12.4 497 45 0.340 0 9.62 433 35.7 1608 15 0.340 0 9.62 144 12.6 189 15 0.340 0 9.62 144 35.7 536 145 0.340 0 9.62 1395 22.1 3204 58 0.340 0 9.62 561 12.4 725 39 0.340 0 9.62 374 35.7 1388 97 0.340 0 9.62 935 21.8 2113 72 0.580 0 16.4 1182 16.8 1213 15 0.340 0 9.62 144 13.6 204 2017-Dec-Ot 09:41:05 wri_rFghtsoft" Right-Suile Universal 2017 17.0.23 RS1J24011Page 1 ACCN ...antaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, sw 23 0.580 1/8" thk; NFRC rated (SHGC=0.32); 10.5 ft overhang (8 ft window ht, 0.5 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, w 6 0.340 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3 ft window ht, 1 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, w 9 0.340 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 19 0.390 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1277 0.032 gypsum board int fnsh Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, amb ovr 78 0.050 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 42 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 118 0.989 wrightsoft' Righl-Suite@ Universal 2017 17.0.23 RSU24011 CCK...andaRosaCGRS\Lo1317ThornbrookeSanlaRosaCGRS.rup Calc = MJ8 House faces: S 0 16.4 372 11.8 267 0 9.62 58 35.7 214 0 9.62 88 35.7 325 0 11.0 208 12.0 227 30.0 0.91 1156 1.74 2216 19.0 1.41 110 0.71 55 19.0 1.41 59 0.71 30 0 28.0 3291 0 0 2017-Dec-01 09:41:05 Page 2 Project SummaryY Job: Lot317ThornbrookeSant, RIDEL-1 ... Date: 6/4/2014IQA I HEATING - AIRCDNDIMMS Entire House By: FJF 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 Notes:'T D.. . JA Des n lnformation 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 IF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22512 Btuh Structure 22460 Btuh Ducts 5388 Btuh Ducts 7654 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 27900 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 30113 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3654 Btuh Ducts 1460 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2) 2138 2 1 A Equipment latent load 5114 Btuh Volume (ft3) 22293 22293 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 35227 Btuh Equiv. AVF (cfm) 152 78 Req. total capacity at 0.75 SHR 3.3 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-042-230-19 Cond 14HPX-042-230-19 AHRI ref 10258591 Coil CBA27UHE-042-230'++TDR AHRI ref 10258591 Efficiency 8.5 HSPF Efficiency 13.0 EER, 15 SEER Heating input Sensible cooling 31500 Btuh Heating output 42000 Btuh @ 47°F Latent cooling 10500 Btuh Temperature rise 26 OF Total cooling 42000 Btuh Actual air flow 1450 cfm Actual air flow 1450 cfm Air flow factor 0.052 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 IF Backup: Input = 8 kW, Output = 27292 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Dec-01 09:41:05 wrightsoft" Right -Suite® Universal 2017 17.0,23 RSU24011 Page 1 ACCK...antaRosaCGRS\Lol317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S DEL --AIR Right-J® Worksheet HUTIM-MCOKMOMM11 Entire House DEL -AIR HEATING & AIR CONDITIONING531CODISCOWAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AiR.COM Job: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name Entire House family rm 2 Exposed wall 270.6 It 32.0 ft 3 Room height 9.2 it 9.3 ft heat/cool 4 Room dimensions 15.0 x 1TO it 5 Room area 2434.5 ft2 255.0 ft2 Ty Construction number U-value Btuh/ft2 °F) Or HTM Btuh/ft2) Area (ft2) 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 12C Osw s„ 2A 2ov 12B 2fv Y 0.091 Q 340 0.340 n n r h 2.58 9.62 9.62, 2.34 12.44' 441 270 30 40 1 200 s 0 0 515 289 385 469 373 497 0 0 u_. 0 0 0 0 0 0 0', 0 0 OI 68 0 387 0 296 011 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 12 4.35 12.44 280 58 150 0 851 561 651 725 140 0 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 72 0 1182 1213 12C 09 z :' --- 2A.2ov 0 091 0 340 e e. 2:58' 9 62 2.34I 35.73 41'9 45 374 0 962 433 875 1608 0 0 0 0 0 0 0; m ' W L-G 13A-2ocs 2A-2ov 0.201 0.340 e e 5.69 9.62 4.35 35.73 369 39 330 0 1875 374 1435 1388 159 0 159 0 902 0 690 0 13A-2ocs 10C v 0.201 0.580 sw sw_ 5.69 4.35 11.79 53 23 30 23 171 372267 131 0 0 0 0 0 0 0 0. 12COsw 0 091 w ; 16.41 2.58`. 2.34' 419, 398 1024 931 a 0 Y 0 0 0 2A"2ov 0 340 w•;, 9 62 35.736 0 58 214 0 0 0 2A2ov__Wg z .., -0 340 w 9 tit 35;73 15 0 144 536 0 0 0'' q0 13A-2ocs 0.201 w 5.69 4.35 350 341 1938 1483 0 0 0 0 1 6 c) AED excursion 0 147 Envelope loss/gain 17786 17173 3366 2052 12 a) Infiltration 4726 1497 564 179 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 2410 0 Subtotal (lines 6 to 13) 22512 22460 3931 3151 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22512 22460 3931 3151 15 Duct loads 24 % 34%1 5388 7654 15 % 15%1 5901473 Total room load 27900 30113 1 4520 3624 Air required (cfm) 1450 1450 235 174 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wri Ftttsoft' - 2017-Dec-01 09:4105 4CCA 9 Right -Suite@ Universal 2017 17.0 23 RSU24011 Page 1 antaRosaCGRS\ Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S J DEL -AIR Right-M Worksheet MAT180 • AM COM"0018 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: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name mstr rm mstr bth 2 Exposed wall 29.0 it 11.5 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 15.0 x 14.0 it 1.0 x 91.0 it 5 Room area 210.0 It2 91.0 f12 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (fI) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 G 12&0,w 62 A282fv0.340 ri l 9 12:44 : 0 0 0 0 0 0 0" 13A-2ocs 0.201 n 5.69 4.35 140 82 465 355 0 0 0 0 11 2A-2ov 0.340 n 9.62 12.44 58 0 561 725 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 01 0 0 Of 0 0 0 0 12C Osw 2A 2ov "„s 0 091 0 340 e e 2.58 9.62 2 34 . 8573 - 0 0 I. I; 0 0 0„. 0 0 p 0 p 0 p 0 p 0 p V+/ 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 L—C 2A-2ov 0.340 e 9.62 35.73 0 0 0 0 0 0 0 0 I VW 113A-2ocs 1 0.2011 sw 1 5.691 4.351 01 01 01 01 01 01 01 01 w 61 c) AED excursion 1-121 24 Envelope loss/gain 2603 1587 932 443 12 a) Infiltration 559 177 203 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 31611 2594 1135 1508 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3161 2594 1135 508 15 Duct loads 15 % 15 % 474 389 15 % 15 % 170 76 Total room load 3636 2983 1305 584 Air required (cfm) 189 1 144 68 28 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig h t5 oft' 2017-Dec-01 09:41:05 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 antaRosaCGRS\Lo1317ThornbrookeSanlaRosaCGRS.rup Calc = MJ8 House faces: S QDEL-AIR Right-J® 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: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name utility pwdr 2 Exposed wall 6.0 it 10.5 1t 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 6.0 x 6.0 it 6.0 x 5.5 it 5 Room area 36.0 ft2 33.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ftz) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 2A 20 0 091 0 n E -: 2.58 2.34 0 0 0 0 0 0 0 0 0u,' 340 n 9.62 12.44 0 0 0 0 0 0 02B2fv_ 0 340 n 9 62 12.44 0 0 0 0 0 0 0 Ai V/ 13A-2ocs 0201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0I_ 2A 2ovd 0.580 n 16.41 16 85 0 0 0 0 0 0 0 0 12C-0sw 0.091 e 2;58 2.34 0 0 0. 0 0 0 0 0' 2A 2ov 0.340 e 9:62 D 0 0 00 T. 0 0 l 0nt-G 2A2ovcs 0.340I e 9.62 35.73 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed wrightsc ft, Ri ht-Suite@ Universal 2017 17 0,23 RSU24011 2017-Dec-Ot 0 Page 3gPage antaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS rup Calc = MJS House Laces: S PDEL-AIR Right-JO Worksheet NF ... A10 00MOHMS 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: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name mstr we mstr wic 2 Exposed wall 0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 3.5 x 6.5 it 5.5 x 10.0 it 5 Room area 22.8 ft2 55.0 it' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/it2-°F) Btuh/ft2) or perimeter it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0.091 n 2.58, 2 34 0, 0 0" 0;, 0 0 0 0 2A 2ov, 0340n 9:62 12.44 0 0 0 00 0 0 0 2B 2iv • „ ,: 0.340 n 9.62 12:44 0 0 0 0 0 Y 0 D 0' 13A-2ocs _ 0.201 n 5.69 4.35 0 r_` 0 0 0 0 0 0 0 11 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 G 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 12C Osw r =a 0 091 e 2.58' 2.34 0 0 0 0 0 0 0 0 D- 12A; 2dv 0 340 tee - 962 35 73 0 0 0 1 0 z, 0 0 V/ 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 e 9.62 35.73 0 0 0 0 0 0 0 0 12C Osw 2A 0 091 s- 2 58 2.34 D 0 D 0 0 0 0 0 e . 2A 2ou m' 0 340 s 9 62- 12:6t 0 s•• ; 0 0 0 0 0 0- 0. 26v a lA 340 5 9.fi2 13.58 0 0 0 0 0 0 0= 0' W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 W.__ 16A=30ad ... y 0 032 s ... 0,91; 238 0 0 0 p 0 7 _=0 0' 0 J t-G 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 010Cv 12C Osw0 2A 2ov 0.580 091 f? 340, sw w,; w; 16.41 2 58' 9 62 11.79 2:34' 35.73 0 0 0 0 0 0 0 0 0 0 0{ 0 0 0 0 0= 0 0 2A-2ou ," ' 0.340 w ' 9.62 35:73 0 0 0 x0 ?€ 0 0 0' 0' W 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 1 3 2A 2ov 0.340 w 9.62 35 73 0 0 0 0 0 0 0 0 PI - 12C Osw , 0 091 2 58 1.44 0 00s.„ 0 00 0 7 0 p C 168 30ad 0.390 0.032 n 11 04 11.99.. 1.74 0 0 0 0 0 0__ 0 0 0 0 0_. 0 0 F nr, 2OP_19t _ 0 050 0.91_ W.__' 1 41 p 71 0 0 0 0 t;-3 4. 0 s0' n ' - -p F 20P 19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F max.. 22A tpl ..- s ::< 0:989 27 99 0.00 23 p 0 0 55 0 0 0 hCtry V k 6 c) AED excursion 0 0 Envelope loss/gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 5 Subtotal (lines 6 to 13) 0 5 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 loads 15% 15% 0 1 15% 15%0 1 r15DuctTotal room load 0 5 0 5 Air required (cfm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigt>Itsoft' 2017-Dec-01 09:41:05 Right -Suite® Universal 2017 17.0,23 RSU24011 Page 4 antaRosaCGRS\Lo1317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House laces: S DEL -AIR Right-J® Worksheet T"'°`'°°"'°"'"° 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: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig htsoft' 2017-Dec-01 09:41:05 4GGP. Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 anlaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet MAM"M DIDUMMINING Entire House DEL -AIR HEATING & AIR CONDITIONING531CODISCOWAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name open to below rm 2 2 Exposed wall 32.0 It 26.0 it 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 15.0 x 17.0 It 15.0 x 11.0 It 5 Room area 255.0 ft2 165.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BtUWft2-°F) Btuh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-0sw 2A 2ov 0.09 340 n,. 2 58 9.62 2 34 12 44 135 0 t 95 0 245 0 223 135 30 105 0 270 289 246 373` 2B-2fvv>. - 0 0.340 m- n 9.62 12.44 40 0 M, 385 497 0 0 0 0 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 LLL 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 12C Osw s _ 0 091 e 2 58 Z34 153 153 394 359 t 0 0 0 0 0 2A 2ov,.,;• K 0.340 e.. 9.62, 35.73 0 A._ 0_0, 0 gyp Q M/ 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340. e 9.62 35.73 0 0 0 0 0 0 0 0 40 622A2ovWQs9 12 61 0 0 00 0 0 r & 0 0 2A 2ov ' 0.340 s •_9.62 13 58 0; A,• 0 0 0 :.: p p z=p 0' W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 WAM 16A-'30ad' , 4 ... 71 0:032 s 0.91 2 38 M 0 FX.,........... 0 0 0 0 r .>.0 0 0 U+/ 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0- 0 L-( IOC-v 0.580 sw 16.41 11.79 0 0 0 0 0 0 0 0 12C Osw 0 091 w 2 58 E 234 0 0 0 0 99 99 255 232 ZA 2ov 0 340 w,=9 tit 35'730 0 0 0 0 0 0 0 2A-2ov 0,...9.62 35.73_. 0 p gw W 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 l -G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 pII 12C Osw 0 091 T 2`.58 1 44 0 0 0 i, , 0 0 0 0 0s 11 _04 11:99 0 L._._ __ 0 0 C 16B 30ad 0.032 0.91 1.74 255 255 231 443 165... 165 149 286 W0.050 MVM1 41 1) Z.1 p 0 0 x=;0 0 0 0 F 20P 19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 0.989 Tf2799 000 x g,, 0 0 2 .,0,,,•, a,, 0 ems„ k"s z s 6 c) AED excursion 75 57 Envelope loss/gain 1254 1446 963 1081 12 a) Infiltration 544 172 442 140 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1799 1618 1406 1221 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1799 1618 1406 1221 15 Duct loads 380% 600% 688 966 38% 60% 538 1729 Total room load 2487 2585 1944 1 Air required (cim) 129 124 101 94 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 444- wrightsoft` 2017-Dec-01 09:41:05 4GGA Right -Suite@ Universal 2017 17.0 23 RSU24011 Page 6 antaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S EL --AIR Right-M Worksheet 1uATMG-AMCIMM(MiNG 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: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 8.0 it 12.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 6.0 x 8.0 it 6.0 x 12.0 it 5 Room area 48.0 ft2 72.0 ft2 Ty Construction U-value Or HTM Area Ift2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/it2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V A2C Osw 2A 2ov 28 2fv'; O'091 A 01340 w, 0 340 n. n; n 2 58 r 962 9;6212.44 2 34 12 44 0 0 r ....y, 0 ti- 0 0 0 0 0 0 x . 0 0 0 0 0 , '' 0,: 0 0 0 0 0 0 0, 0 r,..0 11 J G 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw... 2A 0 091 a ;' era M 2 589:62 2.34 35.73 0 0 0 0_ 0 p 0 0 0 0.; 0 y- 0 0o Uil 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 e 9.62 35.73 0 0 0 0 0 0 0 0 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 I---G 10C-v 0.580 sw 16.41 11.79 0 0 0 0 0 0 0 0 12C Osw a s ).091 z w ` 2.58 234 72 66 170 155 108 "; 108 278 qV 253„ G ,2A 2ov 0 340 wa 9.62 35, 73 6 0 58 214 0 0 0 0 z2A,2ov 0.340 w: .9'62 °Fs35.73 0 0 VW 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 61 c) AED excursion 1 77 20 Envelope loss/gain 271 530 343 358 12 a) Infiltration 136 43 204 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) 407 573 548 423 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 407 573 548 423 15 Duct loads 38% 60%1 156 342 380% 60% 210 253 Total room load 563 915 757 676 Air required (cfm) 29 44 39 33 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r ig h tsoft- 2017-Dec-01 09:41:05 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 7 antaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-J® Worksheet HEATING +AM f:IMMUHIN6 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: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 33.0 it 4.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 1.0 x 161.8 it 4.0 x 5.0 it 5 Room area 161.8 ft2 20.0 W Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/fl2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool I Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 6 12C Osw 2A 2ov 0 091 0 340 n: n;; 2.58 9.62 9.62 2.34 12.44 12.44 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0„ 0 0 0 0 0 0 0 0 A 0 11 V I--G 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 12.44 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw sz ; , 2A-2ov. ',„a 0 091 0.340 e e_ 2 58 962 2"34 35.73 63 p 63 0 162 0 148 O 0 0 0 0 0' 0' y/ 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 L- G 2A-2ov 0.340 e 9.62 35.73 0 0 0 0 0 0 0 0 12C Osw 2A 2ov 0 091 0 340 s s- 2 58 9 62 9'62 2 34 12'61 13.5815. 126 0 111 0 3 286 0 144 260 k 0 204 36 0 0 36 0 0 93 84 0'. W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 0 032 s_' 0.91` 2,38 . p p 0 0 0 0 0. 0 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 10C-v 0,580 sw 16.41 11.79 0 0 0 0 0 0 0 0 12A 12C Osw 2ov 0 091 0.340 0.340 w ° w w '- 2 58F9.62 9:62 2 34 35 73 35. 73 108 p 15 93 p p 240 0 144 218 0 ,,,, 536 0 0 0 0 0 f 0 0 0 0 0'. VU 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cfm) Occupants @ 230 Appliances/other 1274 18 561 1 0 0 1835 19 0 0 0 1835 19 38 % 60%1 702 11 2538 31 132 1 7 124 119 68 22 0 0 0 0 0 192 141 0 0'i 0 0 0 0 192 141 38% 60% 73 84 265 225 14 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wngtitsOft" Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Dec-Ot 0Page8 A ...antaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S g DEL -AIR Right-J® Worksheet wArwa`"mcomnom1Na 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: Lot3lMorn brookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 it 10.5 it 3 Room height 9.0 it heat/cool 9.0 It heat/cool 4 Room dimensions 12.0 x 12.0 it 15.0 x 10.5 it 5 Room area 144.0 ftz 157.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ftz) Load number Btuh/it2 °F) Btuh/it2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOft' 2017-Dec-01 09:41:05 Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 9 anIaRosaCGRS\ Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S EL -AIR Right-M Worksheet cnrwAQAmcur rnAxree 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: Lot317ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name stairs 2 Exposed wall 3.5 It 3 Room height 9.0 ft heat/cool 4 Room dimensions 1.0 x 253.5 It 5 Room area 253.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number (Btuh/ft2-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat I Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 12C Osw 2A 2ov 2B 2fv 13A-2ocs 11 2A-2ov 2A-2ovd 12C 0sw 2A-2ov W 13A-2ocs 0.201 n 5.69 4.35 0.340 n 9.62 12.44 0.580 n 16.41 16.85 0 091 a 2.5$ 2.34 ONO e , 9.62 35.,73 0.201 e 5.69 4.35 0.340 e 9.62 35.73 0 3A-2ocs I 0.580I sw sw I 16.41I 11. 9I OI OI OI OI I W 1 5.691 4.351 0 61 c) AED excursion 1-24 Envelope loss/gain 311 490 12 a) Infiltration 60 19 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 370 509 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 370 509 15 Duct loads 38% 60% 142 304 Total room load 512 813 Air required (cfm) 27 39 Calculations aDoroved by ACCA to meet all reauirements of Manual J 8th Ed w rights oft" 2017-Dec-01 09:41:05 AGE Right-SuiteC'++) Universal 2017 17.0.23 RSU24011 Page 10 antaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S Duct System SummaryJob: LhornbrookeSant... EL Date: 6/4/2014/2014 HEATING • AIR WilDriroNHIG Entire House By: FJF 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 Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.147 in/100ft 0.147 in/ 100ft Actual air flow 1450 cfm 1450 cfm Total effective length (TEL) 163 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 C 915 29 44 0.308 4.0 Ox 0 VIFx 8.0 70.0 bth 3 In 757 39 33 0.293 4.0 Ox 0 VIFx 12.0 70.0 dining rm C 2327 68 112 0.180 6.0 Ox 0 VIFx 41.3 92.0 st2 family rm h 4520 235 174 0.165 8.0 Ox 0 VIFx 53.7 92.0 st2 kitchen h 3262 170 159 0.190 8.0 Ox 0 VIFx 34.6 92.0 st2 loft c 2614 56 126 0.239 7.0 Ox 0 VIFx 15.5 85.0 SO mstr b1h h 1305 68 28 0.155 5.0 Ox 0 VIFx 48.0 107.0 st3 mstr rm h 3636 189 144 0.147 9.0 Ox 0 VIFx 55.9 107.0 st3 mstr we C 5 0 0 0.152 4.0 Ox 0 VIFx 50.5 107.0 st3 mstr wic C 5 0 0 0.156 4.0 Ox 0 VIFx 46.4 107.0 st3 open to below h 2487 129 124 0.217 8.0 Ox 0 VIFx 25.5 85.0 SO pwdr h 1233 64 49 0.182 5.0 Ox 0 VIFx 39.6 92.0 st2 rm 2 h 1944 101 94 0.282 7.0 Ox 0 VIFx 15.0 70.0 rm 3 c 2354 94 113 0.212 6.0 Ox 0 VIFx 28.0 85.0 SO rm 3 wic h 265 14 11 0.216 4.0 Ox 0 VIFx 26.1 85.0 SO rm 4 c 3173 132 153 0.264 7.0 Ox 0 VIFx 20.8 70.0 stairs C 813 27 39 0.309 6.0 Ox0 VIFx 7.6 70.0 utility c 964 35 46 0.181 4.0 Ox 0 VIFx 40.3 92.0 st2 wri htSOft 2017-Dec-Ot 09 age 1gRight-SuileC Universal 2017 17.0.23 RSU24011 Page 1 i C...antaRosaCGRS\Lo1317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 293 374 0.212 477 12.0 0 x 0 VinlAx st3 Peak AVF 257 172 0.147 471 10.0 0 x 0 VinlFlx st2 st2 Peak AVF 829 713 0.147 594 16.0 0 x 0 VinlFlx Return Branch Deta ITable w 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 Ox0 1450 1450 0 0 0 0 Ox 0 VIFx 1 2017-Dec-01 09:age 2WrlhtsoftgRight -Suite® Universal 2017 17.0.23 RSU24011 Page 2 ACCA...antaRosaCGRS\Lot317ThornbrookeSantaRosaCGRS.rup Calc = MJ8 House faces: S FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot317ThornbrookeSantaRosaCGRS 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 air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 12/1/2017 9:50 AM 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) EnergyGaugeOO - USRCSB v5.1 12/1/2017 9:50:24 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot317ThornbrookeSantaRosaCGRS Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2138 sq.ft. Cond. Volume: 19670 cu ft. Envelope Leakage Test Results Regression Data: C n: Single or Multi Point Test Data HOUSE PRESSURE R: FLOW: Leakage Characteristics CFM(50): E LA: 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: c O 11i6 ST ODD wsT4 12/1/2017 9:51 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building 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. 0 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. 0 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. 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. El R403.2.2 Sealing (Mandatory),Il 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: 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. 2. 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. 12/1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn 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 (13°C) 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 %2 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. 12/1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O 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. O 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. O 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: 1. 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. O 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. O 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. 12/1/2017 9:50 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 3 of 3 Iterere°vw" ur. 0 _______'I• ILL2 M. 51' 116N LANAI. I z_ a3' 66Vi l Oumi x n 6iwm O 3rlI V' b 5N ll w.nw r M4`IF 6°EL say rev .xm .. !.. FBiR fO tiCCR p,I LL4D"W.LE H1G TON W/sKW 2240V 1843 plenOx6A66. FW 1*5 byue 12• I""1 I ' di j platform I cbedri/B'=1'0' M OWNER'S SUITE G4T ROOM w TNG14x4: rn9 v-srnvr weave awc wu mnAwu O 72x121a5r exn m N xi iuwaue yy BEDROOM 3 r-e.ra e•-o ae cu. a gg \45a175910x5 951Z 95 12x6 Iwcd 12.12 a8x4 3° bath duct s' TM ----- u 8' e, 7 a Jt0wallcap ; H 4 4• 0' 12x12 °gOw/fan DINING ROOM1 0 E ryti•-i I 06 14x8 Iwcd12s8x4cpoNuone696RNEx6IwcdI110v-a rur as P 3 r i w 4 4 Iwcd u° 45 8' d r- r-- ww3" bath duct in warier dart nuN.a _ r to roof cap z FF•+ w/dryerC°eat box g g_ / `-"-' w/fan Nutone 696RNB x18 r°g 7' y_c•v.r iz:6 3 laze 1- roo.4 160 lwca 50 ]wctl / afuciw B' C a p 7'kltchen vent to wall cop 3H3 FO Rey\ x $B O 35 115 0Iwcd9wre t 4' 12x12 rng PORG4 O s x-0 A/C OI I `win'F LPAO- 10 l'a r 6' Ma-c 14,14 ra 9• BED DOM3 n.r ac. 42X42 A/C SLABBY 7dD9. 12x6 d yy y BLDR MIN 12x12 rng2' FROM WALL Bm1,15.,c DOM4 ya fBvw2`CA"RGAR GE sled P1i."r' irnnsferducts/grules It r n II enatvae youmo 2BItleltl BuIldlngCoeM160A°lncd„ nt pr ceo• t c•Lra _--_,¢smw Return Alro.ntloors ot° h°blt_nble O w.f rm• I roo-t la I I I I I I I waO I i• I I I I I I4 II I IIath'1I I Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. AU duct has an r=6 insulation value. Z 0 LIJ W O ElO Z W PQ o 0 = / J U \ z m LU '' >_ Z Z 0 J J Q I- M Q J O 5 Q 0 M EL J ( n C O 1 j 3" WASTE STACK FROM2ND FLOOR. TERMINATING TO THE 1ST FLOOR AAv 406 I I KITCHEN 1 i MASTER BATH 3 SLrW.M. 3 3 3" POWDER BATH o K TAYLOR MORRISON HOMES o THORNBROOKE S.F. O Z c tiT LOT317O HOUSE TYPE: SANTA ROSA W W OPT LAV BATH 3 j 1ST FLOOR N I TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 317 HOUSE TYPE: SANTA ROSA W OPT LAV BATH 3 i 2ND FLOOR Av_.. BATH 2 " 1 BATH 3 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR DESCRIPTION AS FURNISHED: Lot 317, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO LOT 277 LOT 318 5.00 E N 5.00' 49.92' o-----1--------- PC) 51 SFO Taylor Morrison of Florida, Inc. RECORD COPY LOT 278 LOT 279 N 00014'55" W 40.00' LOT 317 s1t. 26.80' 34.80, 16.0' A/C PO s.00' 30.0' Q) v o PROPOSED RESIDENCE o0 0 SANTA ROSA — C LOT 316 GARAGE RIGHT o 0 5.0' 1-7 ENTRY 8. 7' _ZO NIN, . DATE c.I Ok to construct single family home21.3' 5.00' with setbacks and impervious area WALK DRIVE shown on plan. q$,p°(o iMP 1 25.20' 25.20' 10' UTIL. ESMT. r0• 5' CONC. WALK 3' FLARE_ S_• CURB ON LOT AREA CALCULATIONS: LOT = 4,800 SQ.FT. LIVING = 1,207 SQ.FT. N 00* 14' 55" W (B.B.) GARAGE = 400 SQ.FT. 40. 0 0' LANAI = ENTRY =8128 SQ. F F. BREEZEWAY = N/A SQ. FT. DRIVEWAY = 403 SQ.FF. RED ROSE LANE AICWALKWAYP = s SQ.FT. WALKWAYY = 71 SQ. FT. 2,303050' R/W) TRACT I IMPERvrous= 6 SQ.FT. UTILITY & ACCESS R/W SOD = 2,494 SQ.FT. pQ R/W = 440 SQ.FT. Q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY*. SIDEWALK = 200 SQ.FT. V PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVEY 130 SO. FT. SOD TOTAL LOT GRADING TYPE A REAR = 15' PROPOSED INFORMATION SHOWN AREAS:= AREA = 5,240 SQ.FT. PROPOSED F.F. PER PLANS = 22.5' } SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT, SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 271 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT(NOT FIELD VERIFIED) I SOD = 2,624 SQ.FT. CR US.EiVffEEER-ASCOTT ASSOC, INC. - LAND SURVEYORS, LEGEND - LEGEND - LEGS 5400. E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT POINT ON LINE NOTES: F = FIELD TYP, • TYPICAL IP. =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 LR, •IRON ROD P.C.C. • POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027, FLORIDA STATUES C.H. =CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. • 1/2' IR. •/ALB 4596 MR. 'HON-RADIAL W.P. = WITNESS POINT 3, THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHq RESTRICTIONSREC. RECOVERED PID.B. =PRH, POINT OF BEGINNING CALL. • CALCULATEREFERENCE MONUMENT DP. O.C. • POINT OF COMMENCEMENT •PERMANENT OR EASEMENTS T144T AFFECT THIS PROPERTY 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 4 = CENTERLINE F.F. v 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, N& D = NAIL L DISK I't BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, R/ W RIGHT-OF-WAY B.M • BENCHMARK 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT. = EASEMENT BM. BASE BEARING DRAIN. DRAINAGE 8. ELEVATIONS• IF S1pWN, AR£. EASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9. CERBFlCATE OF AUTHORIZATION No. 4596. - CLFC. = CHAIN LINK FENCE VD, FC. VOOD FENCE C/ B • CONCRETE BLOCK SCALE 1-- 1" a 20'By, P. C. POINT OF CURVATURE P. T. = PONT OF TANGENCY CERTIFIED BY: DATE ORDER No, DESC. DESCRIPTION R • RADIUS L • ARC LENGTH PLOT PLAN 12-04-2017 5402-17 D DELTA C = CHORD C. B. • CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN -- -----V--- --- y \--- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" T GRUSEN ETGR, R.L.S. ,{` 4714 ZONE " X" MAP 11 12117C 0055 F. JAM S W. SCO , R.L.S 1 4801 ELECTRICAL SERVICES, INC. 3400 St Johns Pkwy a At A SANFORD,FL STI A D AN877-906-1113 N4 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS MODEL: SANTA ROSA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 9418 Includes Heat Pump and Heat Strips on together @100%. Square feet living areal 21381 3 voll1amps 6414 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 misc misc TOTAL OTHER LOAD 33014 FIRST 10KVA@100% 10,000 REMAINDER @ 40% 9206 LARGESTLOAD 9418 TOTAL LOAD 28 624 V.A./ 240VOLTS= 1 119 SIZE RECOMMENDED 1 150 MINIMUM PER 150 SERVICE SIZE: I I NEC STATE CERT .LIC EC13003715 HOLDER: JOSEPH STRADA NEC 2011/FBC 107 TON QTY KW 2 4032 10000 6500 0 2.5 5040 10000 6500 0 3 5280 10000 6500 0 3.5 6168 8000 5200 0 4 6888 8000 5200 0 5 10 KW SETUP 8160 10000 6500 0 0 3.563333 AC EP1 35.5 12 2.958333 TON QTY KW 1.5 2990 5000 3250 0 2 4032 5000 3250 0 2.5 5040 5000 3250 0 3 5280 5000 3250 0 3.5 1 6168 5000 3250 9418 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 9418 POOL PREWIRES ;± ITY 6fl 240 ,Q Note: This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. i 0 1 N BuildBuildemRtCOIW COPY FirstSource 11501 Ryland Court Orlando, FL 32824 Project Information: Builder: Taylor Morrison Homes Model: Santa Rosa Builders FirstSource Job #: 1281516 Lot. 317 - - ---- Subdivision: Thornbrooke County: Seminole SANFOR DComputer Building Code: FBC2014(TPI2007 Program Used: p OFPAR, Truss Design Information: Gravity Loads Roof: 45 psf Total Wind _ 37 52 WindStandard: ASCE 7-10 1 7 Floor: 55 psf Total Wind Speed: 140 mph Tr Mean Roof Ht: 25 ft Exposure: C Note: Refer to individual truss design drawings for special loading conditions, design criteria, truss geometry, lumber, and plate information. Design Professional Information: Design Professional Of Record: License # Delegated Truss Engineer: Robert W. Wall 24710 SR54 Lutz, Florida 33559 License # : 46021 This truss specification package consists of this index sheet and 54 truss design drawings. This signed and sealed index sheet indicates acceptance of myprofessional engineering responsibility solely for listed truss design drawings. The suitability and use of each truss component for any particular building is the responsibility of thebuilding designer per TPI. OtIRT W. v l" lt ut = o t9o4` SS/t1VAoG.'4, 12/ 04/2017 Truss Truss Drawing Seal Truss Truss Drawing Seal Truss Truss Drawing Seal Label Date Label. Date Label Date C1A 001 12/4/2017 31 T01 031 12/4/2017 1C3A 002 12/4/2017 32 T04 032 12/4/2017 2C5A 003 12/4/2017 33 T05 033 12/4/2017 3CA 004 12/4/2017 34 T06 034 12/4/2017 4CJ3 1 005 12/4/2017 35 T07 035 12/4/2017 5CJ5 006 12/4/2017 36 T08 036 12/4/2017 6E7A 007 12/4/2017 37 T09 037 12/4/2017 7EJ7 008 12/4/2017 38 T10 038 12/4/2017 8F01 009 12/4/2017 39 Tll 039 12/4/2017 9F02 010 12/4/2017 40 T12 040 12/4/2017 10F03 011 12/4/2017 41 T13 041 12/4/2017 11F04 012 12/4/2017 42 T14 042 12/4/2017 12F05 013 12/4/2017 43 T17 043 12/4/2017 13F06 014 12/4/2017 44 T18 044 12/4/2017 14F07 015 12/4/2017 45 T19 045 12/4/2017 1516 F08 016 12/4/2017 46 T20 046 12/4/2017 17 F09 017 12/4/2017 47 T21 047 12/4/2017 F10 018 12/4/2017 48 T22 048 12/4/2017 18F12 019 12/4/2017 49 T23 049 12/4/2017 19F13 020 12/4/2017 50 T24 050 12/4/2017 20F14 021 12/4/2017 51 T25 051 12/4/2017 21F15 022 12/4/2017 52 Vol 052 12/4/2017 22FG1 023 12/4/2017 53 V02 053 12/4/2017 23FG2 024 12/4/2017 54 V03 054 12/4/2017 24FG3 025 12/4/2017 25FG4 026 12/4/2017 26FG5 027 12/4/2017 27H7A 028 12/4/2017 28HJ2 029 12/4/2017 29HJ7 030 12/4/2017 30Page 1 of 1 © Builders FirstSource, Inc. 2002 o russ russ ype ty y TB0317 CIA Jack -Open 8 I 001 Job Reference (optional) Ma- nrs UUm , Tampa,, riarne Ly,: rlUrl ua 00,.nicR.or.yarn ID:0837CakNCJ U5ySDiQmCDdnydl lm-emROcGWd32uB3MWMPvd4KUJHsaZ5AYsgPzE7dhyCLQw 1-0-0 1-0-0 2x4 — T TO Scale = 1:6.9 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014fTP12007 CSI. TC 0.11 BC 0.06 WB 0.00 Matrix) DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) -0.00 loc) I/dell Ud 4 >999 240 4 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=-2/Mechanical, 2=159/0-8-0 (min. 0-1-8) Max Horz 2=38(LC 12) Max Uplift3=-2(LC 1), 2=-50(LC 12) Max Grav3=20(LC 8), 2=159(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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." LOAD CASE(S) Standard W. oty4 ••. S I ATEOF Q- g• N4 S/ONAL tN100%,• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 i Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant o russ cuss ype ty y T60317 C3A Jack -Open 6 1 002 Job Reference o tional 2x4 = null. ID0837CakNCJU5ySDiQmCDdnydllm-6y?OpcXFgM02hV5Zzd8JsisRy_u3v_6zeZ 98y LQv 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=79(LC 12) Max Uplift3=-52(LC 12), 2=-56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:11.9 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;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." LOAD CASE(S) Standard I ,EtT W. _Vy'• y Q•'V~r'ENScc - 4 ; SIATEOF 4i . 44 44SS NAL ENr; Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oI russ Truss Type Ply TB0317 C5A Jack -Open 6 1 003 Job Reference (optional) Builders FirstSource,.Tampa, Plant City,Florida 33566, Rick. Bryant.. _ Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon. Dec 04.13:32,36 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl l m-6y?OpcXFgMO2hV5Zzd8JsisLa_rpv_6zed_g98yCLQv 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:16.7 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 2-4 727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=158/Mechanical, 2=305/0-3-8 (min. 0-1-8), 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3=-104(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(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 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;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 Ot=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." LOAD CASE(S) Standard QO•`CEMS c-9(e 3L dJJ[ I c SIATEOF ; Q g. NZ. TONAL ENr`+,,• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 i i I Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant o Truss riss ype ty y T80317 CJ1 Jack -Open T 1 004 Job Reference o tional ID:0837CakNCJU5ySDiQmCDdnydl1m-a8ZmlyYtbf8uJfglXKfYPvPdcNFKeRM7tHjEhayC Qu 1-0-0 1-0-0 Scale = 1:6.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=-11/Mechanical, 2=159/0-8-0 (min. 0-1-8), 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-11(LC 1), 2=-102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=102. 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." LOAD CASE(S) Standard tiI W. h''.,y QO.,cErusF 4 q SIATEOF •e IOR g ss aNAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss russ ype y TB0317 CJ3 Jack -Open - 4 1 005 Job Reference (optional) IrstSource, 1ampa; Plant City, Florida.33566, Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries,Inc. Mon Dec 04 13:32:37 2017 Page 1 ID:0837CakNCJ U5ySDiQmCDdnydl lm-a8Zml yYtbf8uJfglXKfYPvPctNEHeRM7tHj EhayCLQu 1-0-0 3-0-0 1-0-0 3-0-0 2x4 = LOADING (PSI) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 15.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-43(LC 12), 2=114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.2 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;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 except (jt=lb) 2=114. 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." LOAD CASE(S) Standard Pv'r -• Q+ 1r+E N 459( y 4 SIATEOF y.. s oroA1. EN Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ ype Y Y TS0317 r.ss CJ5 Jack -Open 4 1 006 Job Reference o tional n — — .. .... --'Jn 17 P.—i Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant 1-0-0 i 2x4 — ID:0837CakNCJUSySDiQmCDdnydl 1 m-2L79EIZVMzGlwpFx42Anx7xjznXdNubG5xTnEOyCLQt 5-0-0 5-0-0 Scale = 1:12.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 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 WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20 I LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift3=-85(LC 12), 2=-124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;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 except (jt=lb) 2=124. 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." LOAD CASE(S) Standard sauxt 0 GEWgF ; 4!'y I 5 faTE OF i Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 OI russ ruSS I ype y T60317 E7A Jack -Open 14 1 007 Job Reference (optional) tsumers virstsource, iarnpa; runt Ury, vionaa ssbbb,-mcK uryarn - rtun: i.bau s rvov_i u zut b rnnt: i.b4U S NOV ] u eui o mi l eK Inaustnes, Inc. wn.uec ua isscsa zu ri ra e i ID:0837CakNCJU5ySDiOmCDdnydllm-WXgXSdZ77HOcYzg7elhOUKUcpBol6LrQKbCKmSyC Qs 1-0-0 3x6 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.13 2-4 645 240 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.31 2-4 263 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:21.4 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=21 1 /Mechanical, 2=393/0-3-8 (min. 0-1-8), 4=88/Mechanical Max Horz 2=163(LC 12) Max Uplift3=-127(LC 12), 2=-74(LC 12) Max Grav 3=211(LC 1), 2=393(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=127. 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." LOAD CASE(S) Standard 0C,,jkl W. lyq ii STATE OF Q yr 0cel ••:, OR10? r SS10,-, ENGi ..,, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type y TB0317 EJ7 Jack -Open 2 1 008 Job Reference o tional uunuers nrscoource, i arnpa, nanr —Y, nonuu 00000, nw ..Y.- 1-0-0 1 3x4 = ID:0837CakNCJU5ySDiQmCDdnydYim-JEvlzaluaWTA7PKCTCF1Y1_Tb87o5ZZFyuIvyC Or 7-0-0 Scale = 1:15.6 7-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-1-10 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2-4 >825 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.27 2-4 >295 180, BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0 (min. 0-1-8), 4=83/Mechanical Max Horz2=117(LC 8) Max Uplift3=-106(LC 12), 2=-140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=106, 2=140. 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." LOAD CASE(S) Standard 4, dJJ 51ATE OF e OR1OP <i.40 NAL • Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ Truss Type ty y TB0317 F01 GABLE 1 1 009 Job Reference (optional) Builders FirstSource, Tampa, Plant. City,Florida 33566, Rick Bryant - Run: 7.640.s_Nov. 10.2015 Print:.7.640: s Nov 10201.5.MiTek Industries, Inc.. Mon Dec 04-13,32,41 2017 Page_? ID:0837CakNCJU5ySDiQmCDdnydll m-TwoHsJbOfueKOH_WmAjUZIZJq?cAaFsiovhRgLyCLQq 0*8 Ox8. 8 24 Scale=1:23.6 2 3 4 5 6 7 8 9 10 11 12 27 vn 23 22 21 20 19 18 17 16 15 14 13 3x4 = 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 , , 9-4-0 10-8-0 12-0-0 13-4-0 14-8-120 1 4-0 1_1-4-0 1-4-0 1-4-0 1 4-0 1-4-0 1 4-0 1-4-0 1 4-0 1-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 71 Ito FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD-,2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-8-12. lb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.50 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 eO;t iT W. 9 y. Q, '-3GE1V.V*- S S IATE OF 1090Ac'•:.l0RVaP NAL 11806 12/04/2017 o------]Truss Truss Type ty Pry TB0317 F02 Floor 7 1 10 Job Reference (optional) ounaers rirsroouroe, Tampa, Warn ury, Mums. o00 1. o.y—L i 0-1-8 H 1— —4- 1.5x3 11 1.50 = 1.5x3 = 1 2 3 16:0837CakNCJU5ySDiQmCDdnydl l m-TwoHsJbOfueKoH_WmAjUZIZAQ?QBaACiovhAgLyCLQq 1.5x3 II 4 5 6 01u8 Seale: 1/2"=V 1.5x3 II 1.5x3 = 7 8 18 a 1.5x3 11 3x6 = 14-8-12 Plate Offsets (X Y)-- [5:0-1-8 Edge] [13:0-1-8 Edgel i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.14 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) 0.21 11-12 >836 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 80 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except j BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 15=793/0-7-4 (min. 0-1-8), 9=787/0-3-8 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/0, 3-4=-1893/0, 4-5=-1893/0, 5-6=-1791/0, 6-7=-1187/0 BOT CHORD 14-15=0/703, 13-14=0/1595, 12-13=0/1893, 11-12=0/1893, 10-11 =0/1 627, 9-10=0/724 WEBS 7-9=-1028/0, 2-15=-1024/0, 7-10=0/692, 2-14=0/670, 6-10=-657/0, 3-14=-662/0, 6-11=0/318, 3-13=0/590, 5-11=-341/47, 4-13=-272/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 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." LOAD CASE(S) Standard i Q0 G E My i S [ATE OF IYAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o _ russ Truss Type Qty Ply TB0317 103 Floor 1 1 011 Job Reference (optional) Builders FirstSource, Tampa,Plant City, Florida.33566, Rick Bryant - 0-1-8 H1 1-4-0 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 18 17 nun:: r.oaus rvov iu zuio rnm:.r.ovu. s.rvov.iuzuiomiieK muusmes,-inc. mon.0 rv, ia— zuir .rage i ID:0837CakNCJU5ySDiQmCDdnydl1m-x6Mf4fcOQCmBPQZiJtFj6z6PCOmtJeSsOZR?Nny( LQp 1-11-12 0 1 8 1.5x3 II 1.5x3 II 1.54 = 4 5 6 20 7 8 11-1-0 11-1-0 1.5x3 II 3x6 = 148 2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.08 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.12 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 80 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=701/0-7-4 (min. 0-1-8), 9=503/0-3-8 (min. 0-1-8), 11=376/0-3-8 (min. 0-1-8) Max Grav 16=701(LC 1), 9=503(LC 1), 11=41 O(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/0, 3-4=-1494/0, 4-5=-1494/0, 5-6=-1197/0, 6-20=-606/0, 7-20= 606/0 BOT CHORD 15-16=0/618, 14-15=0/1338, 13-14=0/1494, 12-13=0/1494, 11-12=0/1030, 10-11=0/1030, 9-10=0/424 WEBS 2-16=-901/0, 2-15=0/558, 3-15=-517/0, 3-14=0/363, 6-10= 633/0, 6-12=0/314, 5-12=-473/0, 7-9=-601/0, 7-10=0/317 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 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." LOAD CASE(S) Standard SIATEOF 2 g0,r••:,OR10P • SsIONAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o cussTruss Type ty y T80317 F04 Floor 7 1 012 Job Reference (optional) nunuers rrrscaource, r arnpa, riant i iry, rrorrua ns000, nice oryarn 0-1-8 H 1-4-0 1.5x3 II 1.5x3 = 1.5x3 = 1 2 5 4 ID:0837CakNCJUSySDiQmCDdnydlTm-PIw2H?ceAVu21a8vtbmyeAfYto6h26B?FDAYvEyC Qo 1-9-4 0-8-0 0118 lie = 1:18.3 1. 5x3 II 3 4 5 11. 50 11 1. 50 = 6 7 16 Plate Offsets (XY)-- 15:0-1-8 Edge) (11:0-1-8 Edge) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) 0.09 11-12 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) 0.13 11-12 980 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 63 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j REACTIONS. (lb/size) 13=598/0-7-4 (min. 0-1-8), 8=592/0-3-8 (min. 0-1-8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-811/0, 3-4=-1052/0, 4-5=-1052/0, 5-6=-845/0 BOT CHORD 12-13=0/523, 11.12=0/1053, 10-11=0/1052, 9-10=0/1052, 8-9=0/515 WEBS 2-13=-761/0, 2-12=0/431, 3-12=-361/0, 6-8=-730/0, 6-9=0/492, 5-9=-505/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular j building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard vq y QO • VICE NSF •• SLATE OF i S10NALs+, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oruss russ ype ty y TB0317 105 Floor 2 1 13 Job Reference (optional) ou-ers.--ource, Tampa, rianc airy; rionaa as000, nicK Cryan[. 0-1-8 H i 1 1.5x3 II 11.54 = 1.54 = 18 17 i 1-9-0 i 1.5x3 II nun: /.b4U s Nov IU:zU lo rrinl: /.b4U s. NOV lu zU 1b:Mn eK Inousrrles, inc. Mon. Uec U4 7J:6z:43-zu / .rage , -_ ID:0837CakNCJU5ySDiQmCDdnydllm-Plw2H?oeAVu2la8vtbmyeAfbYo7226_?FDAYvEyCLQo Scale = 1:23.4 1.5x3 II 3x6 = 11-7-0 11-1-0 11,14 14-6-0 11-1-0 0-6-4 2-11-0 LOADING (psf) SPACING- ' 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.07 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.10 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 80 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP Nc.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=671/0-7-4 (min. 0-1-8), 9=417/Mechanical, 11=473/0-3-8 (min. 0-1-8) Max Grav 16=671(LC 1), 9=419(LC 7), 11=496(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-937/0, 3-4=-1368/0, 4-5=-1368/0, 5-6=-1065/0, 6-19=-457/0, 7-19=-457/0 BOT CHORD 15-16=0/590, 14-15=0/1255, 13-14=0/1368, 12-13=0/1368, 11-12=0/876, 10-11=0/876, 9-10=0/353 WEBS 2-16=-859/0, 2-15=0/519, 3-15=-474/0, 3-14=0/302, 6-10=-664/0, 6-12=0/331, 5-12=-470/0, 7-9=-503/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 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 W. ly iy 1``Q• •v GENSF;9l ry SLATE OF r Oc• `•;r OR10 OVAL • Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 O FUSS NSSType Qty PTY T80317 F06 Floor 3 1 014 Job Reference (optional) 1 Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant _. 0-1-8 H 1-4-0 I I 1 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 kNCID:0837CaJU5ySDiOmCDdnydllm-tUUQVLdGxpOvfki5RIHBBOBiQCPonX49Utw5RgyC Qn 1-9-0 Scale = 1:23.4 1.5x3 11 4 5 6 17 16 45 6' 14 13 12 1.5x3 II 11 10 14-6-0 14-6-0 Plate Offsets (X Y)-- I 5:0-1-8 Edge] [13:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.13 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.19 11-12 893 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014lf P12007 Matrix) LUMBER- BRACING - 7 8 3x6 = PLATES GRIP MT20 244/190 Weight: 80 lb FT = 20%F, 11 % E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 15=780/0-7-4 (min. 0-1-8), 9=780/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1129/0, 3-4=-1838/0, 4-5=-1838/0, 5-6=-1743/0, 6-7=-1164/0 BOT CHORD 14-15=0/691, 13-14=0/1559, 12-13=0/1838, 11-12=0/1838, 10-11=0/1592, 9-10=0/712 WEBS 2-15=-1007/0, 2-14=0/654, 3-14=-642/0, 3-13=0/557, 4-13=-258/0, 7-9=-1014/0, 7-10=0/675, 6-10=-640/0, 6-11=0/301, 5-11=-317/50 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular I building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 i I QO v CE SF •.<< S a% 51 ATE OF rr9OA', ,T0R10P.•: i y'.Ss ONAL ENr 12/04/2017 Job Truss Truss Type Qty Ply TB0317 F07 Floor 1 1 015 Job Reference (optional) ounuers .. r,urn -y, nu . aq , Wien o,yan, 0-1-8 H ' 1-4-0 18 17 AID:0837CakNCJU5ySDiQmCDdnydllm-tUUOVLdGxpOvfki5RIHBBOBIOCSOnad9Utw5RgyG On 1-9-0 1.5x3 II 1.5x3 = 1.54 = 1.54 II 1 2 3 4 19 5 6 Scale = 1:23.4 7 8 an 1.5x3 II 3x6= 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.10 11-12 >898 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 80 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-2-13 except Ot=length) 16=0-7-4, 9=Mechanical, 13=0-3-8. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 14=-141(LC 4) Max Grav All reactions 250 lb or less at joint(s) 14 except 16=444(LC 1), 9=523(LC 4), 14=307(LC 3), 13=514(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-519/0, 3-4=-592/0, 4-19=-592/0, 5-19=-592/0, 5-6=-806/0, 6-7=-676/0 BOT CHORD 15-16=0/379, 14-15=0/623, 13-14=0/592, 12-13=0/592, 11-12=0/592, 10-11=0/878, 9-10=0/457 WEBS 2-16=-552/0, 3-14=-277/177, 7-9=-651/0, 7-10=0/326, 6-10=-302/0, 5-11=0/330, 5-12=-422/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 14. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 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 r PT W 1 O GENS l s S [ATE OF 29 T •:,T ORIOO, ••t.i` Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss runs ype ty y TB0317 FOB Floor 1 1 016 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant I6:0837CakNCJU5ySDiOmCDdnyd1l m-Lh2oiheui78mGuHH?OoQkbkwLcpHW061iXffz6yCLQm 0-1-B 1-4-0 1-9-4 0-10-0 18 17 1.5x3 II 1.5x3 = 1.5x3 = 1.50 II 1 2 3 4 5 19 6 20 Scale = 1:22.6 7 8 1.5x3 II 3x6= 8-1-2 8-8-9 11-1-4 7-5-12 7,7,4 8-5-4 10-5-14 1i0-9$ 14-0-4 7-5-12 01118 -4- 1-9-5 -3-1 2-11-0 n-aAe r"AA, n-1A-19 Plate Offsets (XY)-- 5:0-1-8 Edge] [14:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.07 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.12 14-15 >756 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 78 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-2-13 except fjt=length) 16=0-7-4, 9=Mechanical, 11=0-10-4, 13=0-3-8, 13=0-3-8. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 13=-290(LC 6), 13=-285(LC 1) Max Grav All reactions 250 lb or less at joint(s) 11 except 16=591(LC 3), 9=433(LC 1), 12=718(LC 1), 12=718(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-800/0, 3-4=-1020/0, 4-5=-1020/0, 5-19=-622/0, 6-19=-622/0, 6-20=-497/0, 7-20=-497/0 BOT CHORD 15-16=0/516, 14-15=0/1034, 13-14=0/1020, 12-13=0/1020, 11-12=0/631, 10-11=0/631, 9-10=0/375 WEBS 2-16=-752/0, 2-15=0/423, 3-15=-350/0, 6-10=-252/10, 6-12=-297/180, 7-9=-534/0, 5-12=-842/0, 5-13=0/433 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 13. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 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 I SIATE OF NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss Ype ry YTB0317F09Tllrouosrs11017 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant 0-1-8 18 17 nun.i.o»vs I—iu unmi. i.o»vsrvuv iu-cuiu rvnien niuusmes, mu. rvuvueu u». ioa<.»v cuii ra ID:0837CakNCJU5ySDiQmCDdnydl 1 m-Lh2oiheui78mGuHH?OoQkbkwpcmbW001iXffz6yCLQm H 1i 1-9-4 010i Scale=1:22.6 1. 5x3 II 1. 5x3 = 1. 5x3 = 1.5x3 11 1 2 3 4 5 19 6 7 8 1. 5x3 11 3x6 = 9- 1-12 0 ' 0-6-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.07 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.11 14-15 >920 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 78 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 16=611/0-7-4 (min. 0-1-8), 9=502/Mechanical, 11=394/0-8-0 (min. 0-1-8) Max Grav 16=611(LC 1), 9=507(LC 7), 11=431(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-834/0, 3-4=-1111/0, 4-5=-1111/0, 5-19=-829/0, 6-19=-829/0, 6-7=-631/0 BOT CHORD 15-16=0/535, 14-15=0/1089, 13-14=0/1111, 12-13=0/1111, 11-12=0/820, 10-1 1=0/820,9-10=0/448 WEBS 2-16=-780/0, 2-15=0/447, 3-15= 381/0, 5-12=-586/0, 7-9=-638/0, 7-10=0/281, 6-10=-297/0 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-110d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 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 GJI a ; SIATEOF 90c• ••:; OR10P ••••r SS/ ONAL ENG.n: Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Truss russ Type Qty y TB0317 F10 Floor 1 1 018 Job Reference (optional) munoers rirsraource, Tampa, riarn i y, nonoa os000, nicrt .,Yam 0-1-8 H ' 14; 8 7 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1 2 ID:0837CakNCJU5ySDiOmCDdnydl1 m-ptbAwlfWTQGdu2sUYjJfG;H3K0AEFS_RxBP6WYyCLQI 1-7-12 i 0-9-0 i0r3-8 1-3-0 Scale = 1:19.2 3x4 = 1.5x3 11 3x6 11 3x6 11 3 4 5 3x4 = 6 3x6 = 7 8 9 L FIX a6 . 15 14 13 6 I -A — 1 Rvq I 12 6. 11 10 n— 1 F Q I I 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.07 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.11 14-15 >944 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 71 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=571/0-7-4 (min. 0-1-8), 9=468/0-3-0 (min. 0-1-8), 12=178/0-8-0 (min. 0-1-8) Max Grav 16=572(LC 7), 9=510(LC 7), 12=344(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/0, 3-4=-942/0, 4-5=-942/0, 5-6=-572/0, 6-7=-430/0, 7-8=-444/0, 8-9=-430/0 BOT CHORD 15-16=0/498, 14-15=0/981, 13-14=0/942, 12-13=0/942, 11-12=0/572 WEBS 9-11=0/618, 6-12=-73/290, 2-16=-725/0, 2-15=0/398, 3-15=-324/0, 5-12=-596/0, 6-11=-320/6 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 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." I LOAD CASE(S) Standard o ykt W. 1y9 .,. Q..• V GE N g ••! ; 4 SIATE OF Q 1ybS ONAL E .101 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 o russ russ Type ty y TB0317 F12 Floor 1 1 ol9 Jb Reference (optional) tsumers tlrmsource, t ampa, clan[ city, tlonaa.33bbb, hICK wyant 0-1-8 H 1— 1-4-0 h n: /.b4u S NOV 1u zui D rnm: L.b4u s NOV iv zw b mi I eK Inaustnes, Inc. noon uec u4 13:3z:4/ zu' [ 'a?! l ID:0837CakNCJU5ySDiQmCDdnydllm-H39Y7Mg8EkOUWCRg6RqupOp8lPbe_upbAr8m2?yC Qk i 19-4 i 0110-0 I 1.5x3 11 1.5x3 = 1.5x3 = 1.5x3 11 1 2 3 4 1.5x3 II 5 6 7 8 9 Scale = 1:25.2 10 3x6 = 3x6 = 10-0-4 7-7-4 9-9-4 9-10 12 15-7-4 7-7-4 2-2-0 0-1- 5-7-0 0-1-8 Plate Offsets (X Y)-- 14:0-1-8 Edge] [15:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.01 .12 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) 0.0211-12 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 89 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except i BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-7-4 except (jt=length) 11=0-3-8, 11=0-3-8, 13=0-3-8, 13=0-3-8. lb) - Max Grav All reactions 250 lb or less at joint(s) except 17=459(LC 3), 11=893(LC 5), 11=888(LC 1), 16=959(LC 3), 15=895(LC 1), 14=735(LC 3), 13=1724(LC 4), 13=1693(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=0/405, 7-8=0/405, 8-9=-645/0 BOT CHORD 16-17=0/313, 12-13=0/531, 11-12=0/735 WEBS 2-17=-457/0, 2-16=-695/0, 3-16=-558/0, 3-15=-514/0, 4-15=-500/0, 9-11=-1046/0, 8-13=-1322/0, 6-13=-471/0, 5-14=-552/0, 7-13=-436/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 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." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-17=-10, 1-10=-350 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 rQ0•'CENS 4z 4 S IATE OF INti - (VAL 12/04/2017 Job Truss Truss Type Qty Ply TB0317 F13 Floor 1 1 020 - Job Reference o tional ounuers rirsraou t;e, .-P.. nau.a y,nui ue oouoo, niun o, yarn _ „. ...,.. .... '.. _.. .., .. ,..,.. .... ..., .. .l..... .. ............... ....... ..,. ... ......_... __.. ._ ID:0837CakNCJUSySDiQmCDdnydllm-H39Y7Mg8EkOUWCRg6Rqup0pEAPWr_w_bAr8m2?vC Qk 0-1-8 Hi 140 —i 196 Scale: 1/2"=1' 20 19 1.5x3 11 1.5x3 = 1.5x3 = 1 2 1.5x3 II 3 4 5 6 7 8 9 10 an 1.5x3 II 3x6 = 3x6 = 15-1-8 i 11-6-8 11-1Or6 /4-6-14 14,7-14 11-6-8 -3-1 2-8-8 0-4'-0 0-5-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.08 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.12 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 90 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. (lb/size) 18=603/0-7-4 (min. 0-1-8), 12=72/0-4-15 (min.0-1-8), 13=955/0-4-15 (min. 0-1-8) Max Upliftl 2=-81 (LC 8) Max Grav 18=604(LC 3), 12=243(LC 7), 13=1008(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-820/0, 3-4=-1076/0, 4-5=-1076/0, 5-6=-710/0, 6-7=-159/479, 7-8=-159/479 BOT CHORD 17-18=0/527, 16-17=0/1069, 15-16=0/1076, 14-15=0/1076, 13-14=0/444 WEBS 2-18=-768/0, 2-17=0/438, 3-17=-372/0, 6-13=-833/0, 6-14=0/518, 5-14=-554/0, 8-13=-457/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 12. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 y Q jJ S I ATE OF Q 12/04/2017 Job I mss _Truss Type Qtyply TB0317 F14 Floor 6 1 021 Job Reference (optional) Builders FirstSource,.Tampa, Plant. City; Florida :33566,.Rick ,Bryant - _ _- _ _ _ .... Run:.7.640.s Nov 10:2015 Print:7.640 s Nov.102015.MiTek Industries, Inc. _Mon.Dec.04 13:32:482017.Page 1. 0.0837CakNCJU5ySD1OmCDdnydllm-IGIxKlgn.2WL7Lusg8L7LEMLbpnslLnkPUuJaRyC QI 0-1-8 H' 1 1-8-8 0f—B I Scale = 1:24.5 18 17 1.50 II 1.50 = 1.5x3 = 1.50 11 1.5x3 11 1 2 3 4 5 6 7 8 9 1 15 14 13 12 ff LOADING (psf) 15 14 13 12 ff LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.14 12-13 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) 0.21 12-13 844 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=815/0-7-4 (min. 0-1-8), 10=815/Mechanical IL 10 3x6 = PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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 2-3=-1192/0, 3-4=-1974/0, 4-5=-1974/0, 5-6=-1974/0, 6-7=-1882/0, 7-8=-1225/0 BOTCHORD 15-.16=0/725, 14-15=0/1651, 13-14=0/1974, 12-13=0/2037, 11-12-0/1679, 10-11=0/748 WEBS 2-16=-1056/0, 2-15=0/699, 3-15=-685/0, 3-14=0/609; 4-14=-317/0, 8I10=-1066/0, 8-11=0/712, 7-11=-678/0, 7-12=0/303, 6-12=-262/0, 6-13=-334/245 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 " X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 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 h QD tGE1VS;,9%i SPATE OF Q NZYYONAL t!;0 ••, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job russ russ ype ty Y TB0317 F15 Floor 5 1 022 Job Reference (optional) nunaers 1--u—, iamPu, n 1n -uy, I-- 0-1-8 H 1 1-4-0 1.5x3 II 1.50 = 1.5x3 = 18 17 14:0-1 ID:0837CakNCJU5ySDiQmCDdnyd11m-ESHJY2hPmLeBIVb2EstMuRvULD6uSovud8ds7tyC Qi 1-11-4 0-8-0 0 18 Shdle =1:25.2 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 = 3x6 = 19 v LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.17 12-13 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.24 12-13 737 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 84 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=827/0-7-4 (min. 0-1-8), 10=821/0-3-8 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1214/0, 3-4=-2033/0, 4-5=-2033/0, 5-6=-2033/0, 6-7=-1929/0, 7-8=-1249/0 BOT CHORD 15-16=0/736, 14-15=0/1685, 13-14=0/2033, 12-13=0/2092, 11-12=0/1715, 10-11=0/760 WEBS 2-16=-1073/0, 2-15=0/713, 3-15= 704/0, 3-14=0/651, 4-14=-341/0, 8-10=-1080/0, 8-11=0/730, 7-11=-696/0, 7-12=0/320, 6-12=-276/0, 6-13=-333/270 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 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." LOAD CASE(S) Standard 10t;r SIATE OF 4.SS ONAI'w a•' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss Truss Type Qty y TB0317- - - FG1 -- - -- - FLOOR - - 1. - - 023 - - -- --- ._ ... - 2 Job Reference o tional rsumers rirsrz:,ource, iampa, riarn ary, rionaa asbbb, nicK aryanr nun: /. . iw ...... rrlll : .- Si w -mn en m . — — ,oaa.o , — , ID:0837CakNCJU5ySDiOmCDdnydllm-ierhlOi1Xfn2NfAFnZObRfRfrdXZB741soNOfKyC Oh 7-10-15 10-6-0 13-2-13 2-7-1 2-7-1 2-8-13 Scale = 1:22.5 2x4 11 5x8 = 2x4 II 5x12 = 2x4 11 1 4x12 = 2 3 4 5 6 W1 W2 W1 2 W1 W2 W1 2 W1 W2 W1 IV,13 14 4x10 MT20HS I I 2-8-13 11 6x12 MT20HS = 15 16 10 3x8 11 B1 17 18 9 19 20 21 502 = 8 22 2x4 11 1 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.21 9-10 >736 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.32 9-10 >479 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 153 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2: 2x4 SP No.1 REACTIONS. (lb/size) 12=5115/0-4-15 (min. 0-2-2), 7=5021/0-4-8 (min. 0-2-1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-4131/0, 1-2=-8543/0, 2-3=-8543/0, 3-4=-12559/0, 4-5=-12559 0, 5-6=-255/0 BOT CHORD 12-13=0/347, 13-14=0/347, 11-14=0/347, 11-15=0/13422, 15-16=0/13422, 10-16=0/13422, 10-17=0/13422, 17-18=0/13422, 9-18=0/13422, 9-19= 0/8194, 19-20=0/8194, 20-21=0/8194, 8-21=0/8194, 8-22=0/8194, 7-22=0/8194 WEBS 1-11=0/9073, 3-11=-5401/ 0, 3-10=0/2373, 3-9=-956/0, 5-9=0/4831, 5-8=0/1439, 5-7=-8790/0 NOTES- (8) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 516 lb down at 0-6-1, 234 lb down and 90 lb up at 1-0-1, 770 lb down at 2-6-1, 805 lb down at 3-0-1, 770 lb down at 4-6-1, 805 lb down at 5-0-1, 770 lb down at 6-6-1, 805 lb down at 7-0-1, 409 lb down at 8-6-1, 805 lb down at 9-0-1, 409 lb down at 9-6-9, and 805 lb down at 11-0-1, and 809 lb down at 13-1-1 on bottom 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'Ospliortesrq,,* building is the responsibility of the building designerperANSITPI1asreferencedbythebuildingcode."e`p1z W. y` L LOAD CASE(S) Standard+Q'' V CENSF 4 l•! 1) Dead + Floor Live (balanced): Lumber Increase=1. 00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1 ad7-12=-10 Concentrated Loads s ( l (Ib) Vert: 7=-809(B) 11=-1575(F=-770, B=- 805) 13=-516(F) 14=-234 15=-770(F) 16= 805(B) 17= 770(F) 18=-805(B) 19=409(F'i 4 ; 5fATE OF 20=-805(B) 21=-409(F) 22=-805(B) % 90r.'•'lORIO? Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/ 2017 Job I russ cuss ype y TB0317 FG2 Flat Girder 1 2 024Job Reference (optional) aunoers nrsrauurce, r ampa, riarrr imy, nonoa as000, nicK aryanr nun. r.ovu s 11- 1. -1. nrnr. r.- s . u iv cv i v mi ren nruusmes, niv. rvu - w ,.a i - r raye i ID:0837CakNCJU5ySDiQmCDdnydl lm-ArP3zkjf Izw_pIRLGvgzs_uflw8wc2B5S6zBmyCLQg 2-3-2 4-4-7 6-5-13 8-8-14 2-3-2 2-1-6 2-1-6 2-3-2 5x8 = 1 2x4 II 2 11 3x8 = 12 3 2x4 11 13 4 5x8 = 14 5 10 6 4x6 11 4x6 11 9-z-9 9-1-a 9-1-A 9-3-9 Scale: 3/4"=T Plate Offsets (X,Y)-- 16:Edge,0-3-81, 17:0-5-0,0-4-41, j9:0-5-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.04 8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.11 8 953 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 103 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* BOT CHORD W2: 2x4 SP No.2 REACTIONS. (lb/size) 10=2607/Mechanical, 6=3602/0-4-15 (min. 0-1-12) Max Upliftl0=-316(LC 4), 6=-278(LC 4) Max Grav 10=3035(LC 2), 6=4215(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 - 1 0=-2699/273, 1-2=-4606/420, 2-11=-4606/420, 11-12=-4606/420, 3-12=-4606/420, 3-13=-5200/404, 4-13=-5200/404, 4-14=-5200/404, 5-14=-5200/404, 5-6=-3416/263 BOT CHORD 9-16=-553/6966, 16-17=-553/6966, 8-17=-553/6966, 8-18=-553/6966, 18-19=-553/6966, 7-19=-553/6966, 7-20=-20/308, 20-21=-20/308, 6-21=-20/308 WEBS 1-9=-459/5117, 2-9=-264/98, 3-9=-2731/154, 3-8=-178/1582, 3-7=-2043/172, 4-7=-1274/134, 5-7=-445/5660 Structural wood sheathing directly applied or 4-11-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-5-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. a w ., 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 10 and 278 Ib uplift , ,..E q i joint 6. Q` • C Sic < S 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/havrbeenmodified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 227 lb down and 60 lb up at *14 t 159 lb down and 42 lb up at 3-11-0, and 958 lb down and 252 lb up at 5-11-0, and 629 lb down and 166 lb up at 7-11-0 on top h d•51 ATE OF and 659 lb down and 157 lb up at 1-9-12, 1253 lb down at 3-0-8, 659 lb down and 157 lb up at 3-9-12, 487 lb down at 5-0 12, a1 1 P % A-, 659 lb down and 157 lb up at 5-9-12, and 413 lb down at 7-0-12 on bottom chord. The design/selection of such connection devic20c,, •. ORIDP •'\.1` is the responsibility of others. .'/O L a '' Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss ruse I yPe ty y TB0317 _._.... _ _.-....... FG2 - - -- - Flal Girder -__-- -- - _ _. - - - - 1. - fL 024Job Reference (optional) BUilaers.FlrstSource;_I ampa,. Plant GltY,Honda.33bbb,. KickBryant._. _ - Nun:.t.ti4u.S.-Nov_lo_ZU1b Pnnt:_Ca41.1. s NOV 1UZUlb MLIeK InaUstnes,Inc.. Mon. Uec U41.3:3z:bl mit Pagez ID: 0837CakNCJU5ySDiQmCDdnydl1m-ArP3zkjflzvv pIRLGvgzs_uf1w8wc2B5S6zBmyCLQg 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." LOAD CASE(S) Standard I)_ Dead+_Roof_Live_(balanced):.Lumber"Increase.=,1.25,_Plate_lncrease=1.25_ Uniform Loads (plf) Vert: 1-11=-70, 5-11=-170, 6-10=-20 Concentrated Loads (lb) Vert: 11=-227(F) 12=-159(F) 13=-958(F) 14= 629(F) 15=-659(B) 16=-313(F) 17=-659(B) 18=-117(F) 19=-659(B) 20=-98(F) 21=-401 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-60, 5-11=-160, 6-10=-20 Concentrated Loads (lb) Vert: 11=-202(F) 12=-141(F) 13=-852(F) 14=-559(F) 15=-584(B) 16=-1018(F) 17= 584(B) 18=-394(F) 19=-584(B) 20= 334(F) 21=-755 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11=-30, 5-11=-130, 6-10=-40 Concentrated Loads (lb) Vert: 11=-177(F) 12=-124(F) 13= 745(F) 14=-489(F) 15=-490(B) 17=-490(B) 19=-490(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=157(B) 17=157(B) 19=157(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13= 625(F) 14=-410(F) 15=157(B) 17=157(B) 19=157(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11 =60(F) 12=42(F) 13=252(F) 14=1 66(F) 15=1 47(B) 17=1 47(B) 19=1 47(B) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=157(B) 17=157(B) 19=157(13) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11= 148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=157(B) 17=157(B) 19=157(B) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-11=-30, 5-11=-130, 6-10=-20 Concentrated Loads (lb) Vert: 11=-126(F) 12=-88(F) 13=-532(F) 14=-349(F) 15=-358(B) 16=-1253(F) 17=-358(B) 18=-487(F) 19=-358(B) 20=-41 21=- 873 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Uniform Loads (plf) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11= 218(F) 12=-153(F) 13=-921(F) 14=-605(F) 15=88(B) 17=88(B) 119=88(B) Continued on page 3 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 Increase= 1.60 Q. p•'G N ,4 y S fATE OF OA,, •:, ORtOP ' N1Z. S10VZV0-9* 12/ 04/2017 Job Truss Truss ype ry Ply TB0317 - - FG2 ]Flat Girder 1 2 024 - Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant _ Run: t.tiau s NOV 1u zu1 o Fnm: r.bau s NOV i u zu10. mi i ek moustnes, ma. Won Dec ua i oaca i ca i r Faye a ID:0837CakNCJU5ySDiOmCDdnydl1m-ArP3zkjflzvv_pIRLGvgzs_uflw8wc2B5S6zBmyCLOg LOAD CASE(S) Standard 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:_1-11=-41.,5,11=-141-,_6_10=20._ Concentrated Loads (lb) Vert: 11=-218(F) 12=-153(F) 13=-921(F) 14=-605(F) 15=88(B) 17=88(B) 19=88(B) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11_ 218(F)12=-153(F)13=-921(F)14=-605(F)15=88(B)17=88(B)19=88(B) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11 =-218(F) 12=-1 53(F) 13=-921 (F) 14=-605(F)15=88(B) 17=88(B)19=88(B) 19) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19=-365(B) 20) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11 =60(F) 12=42(F) 13=252(F) 14=1 66(F) 15=-365(B) 17=-365(B) 19=-365(B) 21) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11 =-1 48(F) 12=-104(F) 13=-625(F) 14=-410(F)15=-355(B) 17=-355(B) 19=-355(B) 22) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) . Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=-355(B) 17=-355(B) 19=-355(B) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19=-365(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11 =60(F) 12=42(F) 13=252(F) 14=1 66(F) 15=-365(B) 17=-365(B) 19=-365(B) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19=-365(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19=-365(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=-355(B) 17=-355(B) 19=-355(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=-355(B) 17=-355(B) 19=-355(B) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11 =-218(F) 12=-1 53(F) 13=-921 (F) 14=-605(F) 15=-525(B) 17=-525(B) 19=-525(B) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11 =-218(F) 12=-1 53(F) 13=-921 (F) 14=-605(F) 15=-525(B) 17=-525(B) 19=-525(B) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase Uniform Loads (plf) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Continued on page 4 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 jkT W lye. r'G"vT/"'GCd/f SIATE OF •Q MIA 9•. Ss Ofvnt ENGP', 12/ 04/2017 Job russ Truss Type City Ply T60317 - - FG2 - - - -- -- Flat- Girder -- - - 1- 2 024- - - - Job Reference (optional) Builders FirstSource,..Tampa, Plant City, Florida-33566, Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 13:32:51 2017 Page - ID:0837CakNCJU5ySDiQmCDdnydl 1m-ArP3zkjflzw—pIRLGvgzs-uf1 w8wc2B5S6zBmyCLQg LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-218(F) 12=-153(F) 13=-921(F) 14=-605(F) 15=-525(B) 17=-525(B) 19=-525(B) 32).Reversal:-Dead+0.75 Roof-Live.-(ba1.)+.0.7.5(0.6_MWF..RSWind_(Neg. Int).2ndParallel):Lumber_Increase-1,60,-Plate.-Increase,_1.60__. Uniform Loads (plf) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (Ib) Vert: 11=-218(F) 12=-153(F) 13=-921(F) 14=-605(F) 15=-525(B) 17=-525(B) 19=-525(B) a`"FtT lQO •.iGENy .9l<1 II / tit GLU r s FATE OF NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss russ ype ty y Teoan FGa FLOOR t 2 25Job Reference (optional) ounuers-5-ou—,r—Y.. riam i,ny,.nunua oouoo, n,cn o, yar,608337CakNCjUSDiQCDdndl m..-'ArP.3zkjflzvv...__...... m_ yCLQg IRLGvB2-5-74-7- 6 5-6-0 7-6-0 8-11-4 11-4-0 14-0-4 2-5-7 2-1- 15 0-10-10 2-0-0 1-5-4 2-4-12 2-8 4 1 3x4 = 2 3x8 = 5x8 = 3 4 5 6 7 3x8 = 3x4 = 3x4 = 6x8 = 4- 7-6 LOADING (psf) SPACING- 2-0- 0 CSI. DEFL in loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) 0.02 13 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) 0.03 13 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2014/ TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No. 2 BOT CHORD 2x4 SP No. 2 WEBS 2x4 SP No.3 Scale = 1:22.6 3x4 = 8 14-0-4 2- 8- 4 PLATES GRIP MT20 244/190 Weight: 143 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=425/ 0-7-4 (min. 0-1-8), 9=1257/Mechanical, 11=2038/0-8-0 (min. 0-1-8) Max Grav 16=443(LC 3), 9=1273(LC 4), 11=2038(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-419/ 0, 1-2=-570/0, 2-3=-570/0, 3-4=-402/91, 4-5=-402/91, 5-6=-402/91, 6-7=-1608/0, 7-8=-1608/0, 8-9=-1204/0 BOT CHORD 14-15=0/ 696, 13-14=0/696, 12-13=-91/402 WEBS 1-15=0/623, 3-13=-603/0, 5-12=-359/0, 6-12=0/807, 6-11=-1979/0,,6-10=0/2061, 7-10=-881/0, 8-10=0/1686 NOTES- (9) 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-10 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X Y) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 976 lb down at 11-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 T w. Uniform Loads (plf) Q` • G SF •. ! Vert: 1-6=-100, 6- 8=-350, 9-16=-10 Concentrated Loads (lb) Vert:10=- 976(B) t SIATE OF ysS ONAt EN; a`: Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o mss russ ype ty Y TB0317 - FG4 FLOOR 1 nG 026Job Reference (optional) Builders ..FirstSource,.Tampa, Plant. City, Florida .33566,.Rick Bryant ->Run: 7.640-s. Nov 10.2015 Print: -7.640sNov 10.2015.MiTek Industries; Inc. Non Dec 04 13:32:52 2017 Page 1. - - ID:0837CakNCJU5ySDiQmCDdnydl l m-el zRA4jH3G1 mczKdv_Q3W4W5?QM2fE3KJ6sWjCyCLQf 2-11-0 2-11-0 3x4 = 4 5 2x4 11 2 2x4 II 4x6 = 3 Scale =1:9.4 2-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.00 4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) 0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) . 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 33 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=339/Mechanical, 3=953/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=459/012-3=-459/0 NOTES- ( 8) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-8-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Refer to girder(s) for truss to truss connections. 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 lb up at 0-6-8 on bottom 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-350(F=-250), 3-4=-10 Concentrated Loads (lb) Vert: 3=-504 5=157(F) ,Qli •W: 9 QOElVs; r 6 SIATEOF 2, ENNP,' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I n15S Truss Type QtY TB0317 FG5 FLOOR 1 P`y- 2Tb Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 13:32:52 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl l m-elzRA4jH3G1mczKdv_Q3W4W1JQFmf9HKJ6sWjCyCLQf 4-6-8 5-8-2 8-11-4 11-4-4 4-6-8 1-1-10 3-3-2 2-5-0 3x4 11 3x8 = 2x4 11 Scale = 1:18.5 3x4 = 1 2 3 4 4x6 = 3x8 = 2z4 11 4-6-8 8-11-4 11-4-4 4-6-8 4-4-12 2-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.07 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=1276/0-7-4 (min. 0-1-8), 5=-198/Mechanical, 6=2494/0-8-0 min. 0-1-8) Max Uplift5=-283(LC 3) Max Grav8=1278(LC 3), 6=2494(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-620/0, 1-2=-297/0, 2-3=0/417, 3-4=0/417 BOT CHORD 8-9=0/2167, 9-10=0/2167, 7-10=0/2167, 7-11=0/2167, 11-12=0/2167, 6-12=0/2167 WEBS 2-6=-2683/0, 4-6=-427/0, 3-6=-1215/0, 2-8=-1942/0 NOTES- (9) 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 lb down at 2-0-0, 8lb down at 4-0-0, and 8 lb down at 6-0-0, and 8 lb down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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." s O 51ATE OF LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-310, 5-8=-10 Concentrated Loads (lb) Vert:9=-8(B) 10=-8(B) 11=-8(B) 12=-8(B) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job fuss rUss Type City y TB0317 H7A - Diagonal Hip Girder - - - - 3 1 028 Job Reference (optional) Builders FirstSource, Tampa, Plant City,Florida 33566, Rick. Bryant .. __ — _Run: 7.640s Nov 10 2015 Print: 7A40s Nov 10-2015 MTek Industries, Inc. Mon Dec04 13:32:53 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-6DXgOQkvga9dE7vgThxl2H3FMqaqObBTYmb4GeyCLQe 1-5-0 5-1-9 9-10-1 1 5-0 5-1-9 4-8-7 Scale=1:22.0 2x4 = — 11 5 3x4 = 5-1-9 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.11 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=168/Mechanical, 2=595/0-10-15 (min. 0-1-8), 5=357/Mechanical Max Horz2=176(LC 4) Max Uplift4=-108(LC 4), 2= 218(LC 4), 5=-97(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-874/215, 3-8=-765/206 BOT CHORD 2-10=-302/766, 10-11=-302/766, 7-11=-302/766, 7-12=-302/766, 6-12=-302/766 WEBS 3-7=0/299, 3-6=-832/327 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 4, 218 lb uplift at joint 2 and 97 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 lb down and 47 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 95 lb down and 110 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and 27 lb down and 6 lb up at 1-4-15, 27 lb down and 6 lb up at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 39 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q c 44' S IATE OF09P k,,._ NAL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 9=-118(F=-59, B=-59) 10=9(F=5, B=5) 12=-39(F=-20, B=-20) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ russ ype ty y TB0317 HJ2 Diagonal Hip Girder 1 1 029 Job Reference (optional) Builders FirstSource, Tampa, Plant City; Florida 33566, Rick Bryant 1-5-0 2x4 = Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MI Iek Incustnes, Inc. Mon Uec 04 13:32:54 zul / Pagge 1 ID:0837CakNCJU5ySDiQmCDdnydllm-aQ4CbmlXbuHUrGT00PSXbVcT6EON78ZdnQLdo5yCLQd av 0 Scale = 1:10.5 i 3-5-11 3-5-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.01 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 13 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=49/Mechanical, 2=227/0-4-9 (min. 0-1-8), 4=32/Mechanical Max Horz 2=81(LC 22) Max Uplift3=-30(LC 8), 2=-96(LC 4) Max Grav3=59(LC 35), 2=227(LC 1), 4=64(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 30 lb uplift at joint 3 and 96 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 110 lb up at 1-4-15, and 75 lb down and 110 lb up at 1-4-15 on top chord, and at 1-4-15, and at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 apiunrp,yUniformLoads (plf) Vert: 1-3=-70, 274=-20 s F T Concentrated Loads (lb) W. yQO •>r EhSFVert: 5=94(F=47, B=47) T A i ,a ,• S fAiE OF MZ \i `• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job _. russ Truss Type aty y TB0317 HJ7 Diagonal Hip Girder 2 1 030 Job Reference (optional) ounoers nrbLauurue,.I Ipa, rmnr 11Ly,.riunua00uo0,.niumDlyarn- 1- 5-0 3x4 = Run: 7.640 s Nov.1020151 Pint: 1.64U s rvov 1 U zetaMrI eKindustries, Inc. Wn.vec U413sz:bb ZU1 i ra e 1 ID: 0837CakNCJU5ySDiQmCDdnydl1 m-2ceap6mAMBPLTQ2Ca6zm8i8cxeGCsU7mO44BKXyC Qc 9- 10-1 4- 6-1 b Scale= 1:20.4 5- 3-15 5- 3-15 9- 10-1 4- 6-1 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.12 6-7 >984 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 4=158/Mechanical, 2=513/0-10-15 (min. 0-1-8), 5=339/Mechanical Max Horz 2=117(LC 4) Max Uplift4=-89(LC 4), 2=-154(LC 4), 5=-66(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1051/218, 8-9=-1030/230, 3-9=-996/238 BOT CHORD 2-11= 297/998, 11-12=-297/998, 7-12=-297/998, 7-13= 297/998, 6-13=-297/998 WEBS 3-7=0/278, 3-6=-1043/310 NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 lb up at 1-4-15, 78 lb down and 110 lb up at 1-4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ateuoq i 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." +r FAT w• 4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) = Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) r 5 FATE OF Vert: 8=94(F=47, B=47) 10=-97(F=-49, B=-49) 13=-36(F=-18, B=-18) N • Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 otruss russtype ty y TB0317 Tot Hip Girder 1 1 031 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick. Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MTek Industries, Inc. Mon Dec 04 13:32:56 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-WoCyORno7VXC5adP8gV?gwhon2X?bJwEkgkszyCLQb 1-0-0 4-5-1 7-0-0 9-0-0 11-6-15 16-0-0 17-0-0 , 1-0-0 4-5-1 2-6-15 2-0-0 2-6-15 4-5-1 1-0-0 ' Scale = 1:29.0 46 = 4 4x6 = 5 3x6 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.11 7-9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.30 7-9 608 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 67 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1318/0-8-0 (min. 0-1-9), 7=1326/0-8-0 (min. 0-1-9) Max Horz 2=41(LC 31) Max Uplift2=-393(LC 4), 7=-395(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2988/793, 3-4=-2773/721, 4-5=-2635/704, 5-6=-2778/728, 6-7=-3006/796 BOT CHORD 2-10=-729/2757, 9-10=-623/2635, 7-9=-691/2775 WEBS 3-10=-265/254, 4-10=-76/562, 5-9=-49/548 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 2 and 395 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 125 lb up at 7-0-0, and 241 lb down and 221 lb up at 9-0-0 on top chord, and 374 lb down and 83 lb up at 7-0-0, and 374 lb down and 83 lb up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any articular building is the responsibility of the building designer per ANSI TPI 1 as referenced b the building code." a01 a+aP9PtY99PY9 A T y LOAD CASE(S) Standard ;C E IV ' 4! ya+ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 SF'• < Uniform Loads (plf) Vert: 1 ad = , 4-5=-70, 5-870, 2-7=-20 : * : r Concentrated Loads s (lb) Vert: 4=-135(B) 5=-194(B) 10=-374(B) 9=-374(B) SIATE OF t'' ti S/ONAL E.',00 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oTruss Truss Type Qy y TB0317 T04 COMMON 6 1 032 - Job Reference (optional) Builders FirstSource, Tampa,.PlanttCity, Florida 33566, Rick Bryant _ "` ' `Run:7.640-s. Nov 102015 Print:7.640 s Nov 10-2015 MiTek Industries, Inc; Mon Dec 04 13:32:56 2017 Page 1- ID:0837CakNCJUSySDiQmCDdnydl 1 m-WoCyORno7VXC5adP8gV?gwhpO2c7b_3wEkgkszyCLQb 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 4x6._=_--._ 7-3-8 Scale = 1:37.1 it6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 98 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1023/0-8-0 (min. 0-1-8), 6=1023/0-8-0 (min. 0-1-8) Max Horz 2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1578/565, 3-11=-1503/579, 3-12=-1379/565, 4-12=-1290/576, 4-13=-1290/576, 5-13=-1379/565, 5-14=-1503/579, 6-14=-1578/565 BOT CHORD 2-10= 402/1323, 9-10=-182/892, 8-9=-182/892, 6-8=-421/1323 WEBS 4-8=-185/506, 5-8=-331/263, 4-1 0=-1 86/506, 3-10=-331/263 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 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." LOAD CASE(S) Standard `'O0 at i • •', GENSE;•l y V 1 VW7 i5f11YEOFRobert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type Qty y TB0317 T05 Common Girder 1 L2 033Job Reference- (optional) eumers virsrsource, I ampa, many ury, I - Iona ssbbb, NICK uryam nun: ., ID:0837CakNCJU5ySDiOmCDdnydllm-??mKDnnQtpf3ikCbiX0ED7EwORv_KFh3TOZHPOyC Ga i-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale=1:38.6 4x6 = 4 5x8 = 6x8 = 5x8 = 5x8 11 5x8 = 5x8 11 5-7-4 10-8-0 15-8-12 21-4-0 5-7-4 5-0-12 5-0-12 5-7-4 Plate Offsets (X Y)-- 2 0-4-0 0-1-15] 16:0-4-0 0-1-15] [8:0-6-4 0-2-8] [11:0-6-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) 0.07 8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.22 6-8 999 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 269 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1871/0-8-0 (min. 0-1-8), 6=4293/0-8-0 (min. 0-2-1) Max Horz 2=98(LC 26) Max Uplift2=-312(LC 8), 6=-472(LC 9) Max Grav 2= 1 939(LC 2), 6=5032(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. 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 2-3=-3606/488, 3-4=-3308/446, 4-5=-3307/446, 5-6=-8025/814 BOT CHORD 2-11=-440/3150, 10-11=-440/3150, 9-10=-640/7110, 8-9=-640/7110, 8-12=-640/7110, 6-12=-640/7110 WEBS 4-10=-264/2604, 5-10=-4786/518, 5-8=-238/4076, 3-10=-457/274 NOTES- (10) 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-8 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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 312 lb uplift at joint 2 and 472 lb uplift at joint 6.. 4yb8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. a 1GQS W. {fr i9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3015 lb down and 336 lb up at q 15-9-8, and 2347 lb down at 18-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of othP • +C+E NSF •,'i 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 4 SIAiE OF Uniform Loads (plf) i* 9 '• ,c Qr Vert: 1-4=-70, 4-7=-70, 2-6=-20 • OT OR1aP •:' g, r /ONAL ` ' Continued on page 2 atuat s Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss I russ I ype y TB0317 T05 Common Girder 1 2 033Job Reference. (optional) tsmiaers rnstsource,_iampa;.clam.ury;:eionoassaoo,"rsicK.oryam_. _ ID 0837CakNCJU5ySDiQmCDdnydl lm??mKDnnQtpf3ikCbiXOED7EwORv_KFh3T629PbyCTQa LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-2587(B) 12=-1 531 (B) 0.'plt QO E NSF ••<<!' 51 ATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ Truss Type ty y TB0317 TO6 Common - 3 1 034 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MTek Industries, Inc. Mon Dec 04 13:32:58 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-TBKjR7o2e6nwKunnFFXTILm9prGi3oPCi2JrxsyCLQZ 1-0-0 5-7-4 10-8-0 15-8-0 1-0-0 5-7-4 5-0-12 5-0-0 46 = Scale = 1:32.7 4 MN M 3 ax9 — 7-11-8 15-8-0 - 7-11-8 7-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.19 2-7 >948 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=781/0-8-0 (min. 0-1-8), 6=679/Mechanical Max Horz2=177(LC 12) Max Uplift2=-181(LC 12), 6=-137(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1066/391, 3-8=-992/405, 3-9=-811/347, 4-9= 722/358 BOT CHORD 2-7=-427/873, 6-7= 180/426 WEBS 3-7=-355/277, 4-7=-140/522, 4-6=-581/246 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 2 and 137 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 r SfAiEOF anon+ a, p Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ n,ss ype ty y T80317 T07 Hip Girder 1 1 035 Job Reference (optional) ounaers r,rsiouu,a,_i.-P.,.ria,n -ry,.nu.00uoo,. n,uno,yaui _. _--_._____nuu..,.u+u.c._,.w,ucv.,ur,nu.--a,.vvu,.—,,.,,,c,.,,,uuou,ca,v+,.......... ..,. ,c c, ID:0837CakNCJU5ySDiQmCDdnydl1m-xNu5eTpgPQvny2Mzpy2ilYJENFf6oESMwi20TIyC QY rl-O-Q 4-9-12 7-0-0 12-4-9 17-7-7 23-0-0 25-2-4 - 30-0-0 31-0-g 1-0-0 4-9-12 2-2-4 5 4-9 5-2-13 5 4-9 2-2-4 4-9-12 1-0-0 4xl0 MT20HS 3x8 = 3x4 = c nn ro 4 16 17 5 18 49 20 6 21 4x10 MT20HSI 22 7 Scale=1:51.6 2x4 2x4 3 8 3 W V, Iv! ? 15 23 24 14 25 13 26 27 12 28 29 11 5x8 = 6x12 MT20HS= 3x8 = 3x4 = 3x8 = 2x4 I I 5x8 = 7-0-0 12-4-9 17-7-7 23-0-0 30-0-0 7-0-0 5-4-9 5-2-13 5-4-9 7-0-0 Plate Offsets (X Y)-- 2.0-1-11 Edge] [4:0-5-12 0-1-12] [7:0-5-12 0-1-121 [9:0-1-11 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.26 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.67 12-14 >528 180 MT20HS 187/143 BCLL 0.0 " Rep Stress Incr NO WB 0.66 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 174 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2745/0-3-8 (min. 0-2-4), 9=2745/0-3-8 (min. 0-2-4) Max Horz 2=67(LC 7) Max Uplift2=-799(LC 8), 9=-799(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5439/1605, 3-4=-5246/1596, 4-16=-4745/1464, 16-17=-4745/1464, 5-17=-4744/1464, 5-18=-6348/1951,18-19=-6348/1951, 19-20=-6348/1951, 6-20=-6348/1951, 6-21 =-4747/1465, 21-22=-4747/1465, 7-22=-4748/1465, 7-8=-5248/1597, 8-9=-5441/1606 BOT CHORD 2-15=-1425/4777, 15-23=-1891/6361, 23-24=-1891/6361, 14-24=-1891/6361, 14-25=-1891/6361,13-25=-1891/6361,13-26=-1891/6361,26-27=-1891/6361, 12-27=-1891/6361, 12-28=-1868/6348, 28-29=-1868/6348, 11-29=-1868/6348, 9-11=-1375/4778 WEBS 4-15=-357/1738, 5-15=-1977/640, 5-14=0/459, 6-12=0/450,.6-11=-1959/632, 7-11=-357/1736 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for at 0.0 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 forbetweenthebottomchordandanyothermembers. 00 ty 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 lb uplift at joint 2 and 799 lb uplift at jo I w- 9. Y9 9 8) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. QO VICE NSF << 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 265 lb up at 141 lb down and 146 lb up at 9-0-12, 141 lb down and 146 lb up at 11-0-12, 141 lb down and 146 lb up at 13-0-12, 141 lb down #1d 146 lb up at 15-0-0, 141 lb down and 146 lb up at 16-11-4, 141 lb down and 146 lb up at 18-11-4, and 141 lb down and 146 lb u1S_Pdj / f 20-11-4, and 260 lb down and 265 lb up at 23-0-0 on top chord, and 383 Itodown and 103 lb up at 7-0-0, 92 lb down at 9-0-12, 961 down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-0, 92 lb down at 16-11-4, 92 lb down at 18-11-4, and 92 lb down at 0. : a % SLATE OF •; Q 20- 11-4, and 383 lb down and 103 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the •ir 9p ••c OR1dp •,• r responsibility of others. , F \ 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N, SIOKAL tyN.• Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, H 33559 12/04/2017 oI russ Truss Type PlyT60317 T07 Hip Girder 1 3, Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick. Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 Milek Industnes, Inc. Mn uec 04 13:32:59 zo1 r ragge z ID: 0837CakNCJU5ySDiQmCDdnydl1 m-xNu5eTpgPQvny2Mzpy2ilYJENFf6oESMwi2OTIyCLQT 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.lncrease21.25, Uniform Loads ( plf) Vert: 1- 4=-70, 4-7=-70, 7-10=-70, 2-9=-20 Concentrated Loads ( lb) Vert:4=- 213(F) 7=-213(F) 15=-383(F) 11 =-383(F) 16=-1 41 (F) 17=-141(F) 18=-141(F) 19=-141(F) 20=-141(F) 21=-141(F) 22=-141(F) 23=-68(F) 24=-68(F) 25=-68(F) 26=-68( F) 27=-68(F) 28=-68(F) 29=-68(F) aip Q0•. GENSF' 4l 6 4 ;• S IATE OF 4 0k,. • onto,. G :•• yti S/ZENa0• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 T80377 IT08 IHip 2 1 IJob Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566, Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek- Industries Inc: Mon-Dec04-13:33:00-207-7--Paged----- ID:0837CakNCJU5ySDiQmCDdnydl1 m-PZSTspglAkleZBxANfZxrmsP8ftOXINV9Moy?IyCLQX r1-0-Q 6-3-6 9-0-0 15-0-0 21-0-0 -- --23-8=10 _ --- 30=0-0 - - _-31-0-0- 1-0-0 6-3-6 2-8-10 6-0-0 6-0-0 2-8-10 6-3-6 1-0-0 Scale = 1:51.6 46 = 3x8 = 4x6 = 4 18 5 17 6 3x6 = 13 1Z 1u 3x6 = 3x8 = 3x4 = 3x8 = 2x4 11 15-0-0 21-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.18 2-13 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.55 2-13 647 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8 (min.0-1-11),8=1417/0-3-8 (min.0-1-11) Max Horz 2=-84(LC 10) Max Uplift2=-262(LC 12), 8=-262(LC 13) PLATES GRIP MT20 244/190 Weight: 148 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2421/1004, 14-15=-2333/1009, 3-15=-2272/1021, 3-4=-2136/950, 4-.16=-1874/887, 5-16=-1874/887, 5-17=-1874/887, 6-17=-1874/887, 6-7=-2136/950, 7-18=-2272/1021, 18-19=-2333/1009, 8-19=-2421/1004 BOT CHORD 2-13=-793/2072, 12-13=-765/2228, 11-12=-765/2228, 10-11=-765/2228, 8-10=-802/2072 WEBS 3-13=-322/288, 4-13=-259/697, 5-13=-538/245, 5-10=-538/245, 6-10=-259/697, 7-10=-322/288 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-2-15, Interior(1) 25-2-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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." '0LOADCASE(S) Standard ` z EiV 1' lG S , s IAre OF aS O AL ENa•'• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I Russ FUSS ype y T80317 T09 Hip 2 i 037 Job Reference (optional) rsumers rirscsource, Tampa, riam uny, rionaa ssaoo, micK 6 yanl - O 1— 1— 11-1. ID:0837CakNCJU5ySDiOmCDdnydllm-tm?r39gxx19VBLWMxN4ANz dW3HZ15 OOXVYByLMVW r1- 0-Q 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 31-0-Q 1- 0-0 5-9 4 5-2-12 8-0-0 5-2-12 5-9-4 Scale = 1:51.6 5x8 = 4x6 = m dI1 0 3x6 = 13 1Z 1u to 3x6 = 2x4 II 3x4 = 3x6 = 3x8 = 2x4 II 5- 9-4 11-0-0 19-0-0 24-2-12 30-0-0 5- 9-4 5-2-12 8-0-0 5-2-12 5-9-4 Plate Offsets (X Y)-- I4:0-5-8 0-2-41 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.12 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.40 10-12 >889 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 151 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-10 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2=1417/0-3-8 (min. 0-1-11), 7=1417/0-3-8 (min. 0-1-11) Max Horz 2=101(LC 11) Max Uplift2=-280(LC 12), 7=-280(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14=-2411/998, 3-15=1972/850, 4-15= 1824/868, 4-16=-1701/854, 16- 17= 1701/854, 5-17=-1701/854, 5-18=-1825/868, 6-18=-1972/850, 6-19=-2411/998, 7- 19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11-20=-524/1700, 10-11=-524/1700, 9- 10=-794/2139, 7-9=-794/2139 WEBS 3-12=-515/300, 4-12=-74/465, 5-10=-73/465, 6-10=-514/300 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31- 0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t Kfun 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particu;RT wy buildingistheresponsibilityofthebuildingdesignerperANSITPI1asreferencedbythebuildingcode." • O ••GEiV • 4. LOAD CASE(S) Standard r w d ;• SIATEOF s% 9o'•:*tORWO • 0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Oruss Truss Type y TB0317 110 Hip 2 1 38Sob Reference (optional) ounuers nrs[aouroe, 1 ampa, riam ugly, ronua as000, ml, -yam nun. 1.04v s rvuv i v cv a rnm. .ory s rvuv i i v ry - IID:0837CakNCJU5ySDiQmCDdnyd11m-tm?r39gxx19VBLWMxN4ANzOcP3GeG8Pfo6XV,gyCLyQW r1-0-Q 6-9-4 to-0 17-NO 23-2-12 30-0-0 31-0-Q 1-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 5x8 4 4x6 = I Scale = 1:51.6 3x6 = 13 1z iu a 3x6 = 2x4 11 3x4 = 3x4 = 2x4 11 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.10 12 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) 0.31 12-13 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014(rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8 (min. 0-1 -11), 7=1 417/0-3-8 (min.0-1-11) Max Horz 2=-118(LC 10) Max Uplift2=-296(LC 12), 7=-296(LC 13) PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=1782/773, 4-15=-1670/794, 4-5=-1503/793, 5-16=-1671/794, 6-16=-1783/773, 6-17=-2371/955, 7-17=-2466/936 BOT CHORD 2-13=-737/2107, 12-13=-737/2107, 11-12=-416/1502, 10-11=-416/1502, 9-10=-746/2106, 7-9=-746/2106 WEBS 3-13=0/295, 3-12=-702/368, 4-12=-125/444, 5-1 0=-1 49/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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 designerper ANSI TPI 1 as referenced by the building code." y' 0- T w _ q 4 f QD •GEIYs <<$ S IATE OFo ' 2 3NAL E a•`• LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job TruSS I russ I ype y TB0317 - T11 Common 6 1 039 Job Reference (optional) buaers rirscaource, Iampa, rlant1,Iry, rionoa aa000, NICK nryam 'u CkCodzyd v HnID07aNJU5E&,6D;,VYC4„ pV'Y,`..PwBxioSb<.,4yOV r1-0-Q 7-9-4 15-0-0 22-2-12 30-0-0 31-N 1-0-0 7-9-47-2-12 7-2-12 7-9-4 1-0-0 Scale = 1:50.8 46.= 6. 00 F12 5 1 L 9 1 I1 Io 12 17 n1610 3x6 = 3x4 = 46 = 3x4 = 3x6 = 10- 2- 3 19-9- 13 30-0-0 10-2-3 9-7-11 10-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) 0.35 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1. 25 BC 0.81 Vert(TL) 0.71 2-12 506 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 137 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No. 2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1417/0- 3-8 (min. 0-1-11), 8=1417/0-3-8 (min.0-1-11) Max Horz 2=- 1 35(LC 10) Max Uplift2=-309(LC 12), 8=- 309(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2369/831, 3-13=-2267/853, 3-4=-2076/819, 4-14=-1946/832, 5-14=1941/844, 5-15=-1941/844, 6-15=- 1946/832, 6-7=-2076/820, 7-16=-2267/853, 8-16=-2369/831 BOT CHORD 2-12=-614/2016, 12-17=-283/1326, 11-17=-283/1326, 11-18=-283/1326, 10-18=-283/1326, 8-10=-634/2016 WEBS 5- 10=-271/820, 7- 10=-522/380, 5-12=-271/820, 3-12=-522/380 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior( 2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;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 = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 h,'y Q ••"CENSF••` r SIATEOF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oTruss Truss Type y TB0317 T12 Hip Girder 1 1 040 Job Reference (optional) ounuers rir—ource, iampa, rmrn airy, riunua a0000, mien -yai i a , n v . , „ ., ID:0837CakNCJU5ySDiOmCDdnydllm-HLh_hBtpEyX32pExcVet?cO2AGDiTSp54_m98Wy6QT 1- 0-Q 4-9-12 7-0-0 12-4-9 17-7-7 23-0-0 25-2-4 30-0-0 31-0-0 1- 0 04-9-12 2-2-4 5-4-9 5-2-13 5-4-9 2-2-4 4-9-12 6x8 = 3x6 = 5x8 = 8xl4 MT20HS,1 Scale = 1:51.9 3xl2 MT20HS 15 14 - - - 1Y 11 5x8 = 5x8 = 6x8 = 8x14 MT20HS WB = 5x8 = 3x6 I I7- 0-0 12-4-9 17-7-7 23-0-0 30-0-0 7- 0-0 5-4-9 5-2-13 5-4-9 7-0-0 Plate Offsets (X Y)-- 2:0-2-9 0-1-81 [4:0-5-4 0-2-7] [7:0-11-14 0-3-41[9:0-1-11 Edge] [12:0-4-8 0-1-8] 14:0-3-8,0-4-0] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.32 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.86 12-14 >416 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins. T2: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-12 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2=2597/0-3-8 (min. 0-2-2), 9=3025/0-3-8 (min. 0-2-8) Max Horz 2=-67(LC 25) Max Uplift2=-639(LC 5), 9=-821(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5092/1328, 3-4=-4912/1316, 4-5=-4476/1218, 5-16=-7264/2037, 16-17=-7264/2037, 6- 17=-7264/2037, 6-18=-5347/1551, 18-19=-5345/1551, 7-19=-5344/1550, 7-8=-5867/1685, 8- 9= 6033/1690 BOT CHORD 2-15= 1178/4470, 14-15=-1974/7264, 14-20=-2111/7627, 20-21=-2111/7627, 13- 21=-2111/7627, 13-22=-2111/7627, 12-22=-2111/7627, 12-23=-2111/7627, 23- 24=-2111/7627, 11-24=-2111/7627, 9-11=-1450/5308 WEBS 4-15= 473/1883, 5-15=-3378/1032, 5-14=-384/1371, 6-14=-491/382, 6-12=-54/894, 6- 11=-2756/803, 7-11=-396/1981 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. aae%uoo7) 9. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 2 and 821 lb uplift at joint n ? w ••,• 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • O CE MS4,L 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 146 lb up at Q; • V F '• 1 14- 11-4, 141 lb down and 146 lb up at 16-11-4, 141 lb dawn and 146 lb up at 18-11-4, and 141 lb down and 146 lb up at 20-11-4.6and 260lbdownand265lbupat23-0-0 on top chord, and 1356 lb down and 385 lb up at 14-4-12, 92 lb down at 14-11-4, 92 lb dowf at16- 11-4, 92 lb down at 18-11-4, and 92 lb down at 20-11-4, and 383 lb down and 103 lb up at 22-11-4 on bottom chord. The * J n t design/selection of such connection device(s) is the responsibility of others. = S f ATE OF 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). q : Q 11) " This manufactured product is designed as an individual building component. The suitability and use of this component for any 4 0 ORIaP r particularbuildingistheresponsibilityofthebuildingdesignerperANSITPI1asreferencedbythebuildingcode." i FS+• ' G••• OAD CI SE(S) Stydard ontmue on page Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 Ne SZONAL ENe, 12/ 04/2017 O fUSS FUSS Type y T80317 T72 Hip Girder 1 1 040 Job Reference (optional) UuNuers rnrsraource, Tampa, riarn tdry, rwrwa as000, Wien oryam I i s 'n v • - ' o, LT T ID:0837CakNCJU5ySDiQmCDdnydll m-HLh_hBtpEyX32pExcVet?c02AGDiTSp54_m98WyCLQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert:-1-4=-70,.4-7=_7Q.7-10=-70, 2-9=-20 - Concentrated Loads (lb) Vert:7=-213(B) 11 =-383(B) 16=-1 41 (B) 17=-141(B)18=-141(B)19=-141(B)20=-1356(B)21=-68(B)22=-68(B)23=-68(B)24=-68(B) ENScr ww y • r + 1f49;•• SIATEOF :• Q,: SS/ANAL ENG, C','• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job russ fuss ype y TB0317 113 - Common 2 i 1,41 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MTek Industries, Inc. Mon Dec 04 13:33:04 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-HLh_hBtpEyX32pExcVet?cO31GJDTdx54_m98WyCLQT 1-0-0 7-2-0 , 14-4-0 1-0-0 7-2-0 7-2-0 i Scale = 1:24.9 4x6 = 3x6 = 2x4 II 3x6 = 7-2-0 14-4-0 7-2-0 7-2-0 M Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.09 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.23 4-5 737 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 52 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=632/Mechanical, 2=719/0-3-8 (min. 0-1-8) Max Horz 2=71(LC 12) Max Uplift4=-133(LC 13), 2=-162(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-922/349, 6-7=-810/356, 3-7=-793/369, 3-8=-789/389, 8-9=-808/375, 4-9=-919/373 BOT CHORD 2-5=-218/720, 4-5=-218/720 WEBS 3-5=0/354 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0 zone;C-C formembers 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4 and 162 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 Q+•' GE N 4 1 SIATEOF •; Q' O.Ss ONAI ENa\•••• 12/04/2017 O russ R16S ypey T80317 T14 Hip Fly 1 042 Job Reference (optional) Dunuers 1--u—, , ampa, Warn .,y. riunu-'n oryaui 1-0-0 6-6-0 ID:0837CakNCJU5ySDi mCDdnydllm-mXFMvWuR?Gfwgzp7AD96Yp2GCggUC58EJeVjhyyCLQS 7-10-0 14-4-0 1-4-0 6-6-0 4x6 = -- - - 3 46 = 4 Scale = 1:24.7 3x6 = 2x4 11 2x4 11 3x6 = 5 6-6-0 7-10-0 14-4-0 6-6-0 1-4-0 6-6-0 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0:22 5-6 >770 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 56 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=632/Mechanical, 2=719/0-3-8 (min. 0-1-8) Max Horz 2=66(LC 16) Max Uplift5=-128(LC 13), 2=-158(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-938/403, 3-8=-834/421, 3-4=-745/468, 4-9=-832/443, 9-10=-839/430, 5-10=-935/427 BOT CHORD 2-7=-276/740, 6-7=-274/745, 5-6=-273/741 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-6-0, Exterior(2) 6-6-0 to 7-10-0, Interior(1) 12-0-15 to 14-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 5 and 158 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "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 moo+ W_ 4i W, h' d 0`CENSF;9l 4 SPATE OF ONAL Ma*% Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 o russ mss ype y P" TB0317 IT17 Jack -Open Girder 1 1 143 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 15.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 Run:7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 13:33:05 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-mXFMvWuR?Gfw4zp7AD96YpZPKgk_C6HEJeVjhyyCLQS REACTIONS. (lb/size) 1=276/0-3-8 (min. 0-1-8), 2=77/Mechanical, 3=339/Mechanical Max Horz 1=48(LC 8) Max Upliftl=-56(LC 8), 2=-49(LC 8), 3=-64(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:10.6 2x4 11 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 1-3 >999 240 MT20 244/190 Vert(TL) -0.01 1-3 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 11 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fdr 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) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 2 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1, 49 lb uplift at joint 2 and 64 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. . 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 494 lb down and 125 lb up at 1-6-12 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 0*61--ft i, 4T W. fr9< Uniform Loads (plf) 0f SF •• q0ENe Vert: 1-2=-70, 1-3=-20 VAC Concentrated Loads (lb) Vert:4=-494(F) S1 ATE OF 111Y/ AL ENG10'0' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss rUSS ype y T80317 T18 Nbnopitch Girder 1 1 044 Job Reference o tional tsunaers rtrs[aource, tampa, riant amity, rronua sa000, Wien oryan, nu,,. r.uYu o .u. ,u ..,., ID:0837CakNCJU5ySDiOmCDdnydll m-Ejpk6su3maonH60KjwgL416Y04_vxSAOXIFGDOyCLOR 3-7-8 7-0-0 3-7-8 3-4-8 2x4 11 Scale = 1:22.1 3 -- — - - - A 3x4 = 3xo I 4x6 = 3-7-8 7-0-0 3-7-8 3-4-8 Plate Offsets (X Y)-- 5:0-4-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.05 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1066/0-3-8 (min. 0-1-8), 4=1376/Mechanical Max Horz 1=142(LC 8) Max Upliftl=-218(LC 8), 4=-363(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1657/318 BOT CHORD 1-6=-385/1445, 5-6=-385/1445, 5-7=-385/1445, 7-8=-385/1445, 4-8=-385/1445 WEBS 2-5=-234/1239, 2-4=-1620/431 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 1 and 363 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 612 lb down and 148 lb up at 2-0-12 and 612 lb down and 153 lb up at 4-0-12, and 614 lb down and 150 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9 'This manufactured product is designed as an individual building component. The suitability and use of this component for an articular eq wMrP99PYPYP building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Q; . GE NSF .•!a 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) : 5IA7E OFVert: 6=-612(F) 7=-612(F) 8=-614(F) -o •• 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 OI rusS I rusS I ype ty y T60317 T19 GABLE - 1 1 045 Job Reference (optional) ounaers rnsiaouiiz, ixi p...... n any, ..... U....... —, -Y.",ai - i - i o .... yID:0837CakNCJUSySDiQmCDdnydl l m-iwN6KCvhXtwe4GzN/HdBadEeIZTUjg?TXmy_pIryC--- 1-0-0 5-10-0 11-8-0 12-8-0 1-0-0 5-10-0 5-10-0 1-0-0 Scale = 1:21.7 5 3x4 = 14 13 1z 11 w 3x4 = it LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL I,25 TC 0.12 Vert(LL) 0.00 9 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-8-0. lb) - Max Horz2=-57(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-153/282, 6-11=-153/282 PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 1-10-0, Exterior(2) 1-10-0 to 5-10-0, Corner(3) 5-10-0 to 8-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 t1kT W. lQOO,CENSF 9`•y S d SfATE OF •QC gsS ONAI Nr•••• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type uty y TB0317 T20 - Common 1 1 046 Job Reference (optional) ounues n,aauuue, lamp., ,am a y. r,unun ooa o, ynn, , ID:0837CakNCJU5ySDiOmCDdnydll m-iwN6KCvhXtwevGzVJHdBadEefHTOKg?7Xmy 11ryCL00 1-0-0 5-10-0 11-8-0 12-8-0 1-0-0 5-10-0 5-10-0 1-0-0 Scale = 1:21.7 4x6 — 3 3x4 = CX4 11 3x4 = 5-10-0 5-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.03 4-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.09 4-6 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 44 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=592/0-3-8 (min. 0-1-8), 4=592/0-3-8 (min. 0-1-8) Max Horz2=-57(LC 10) Max Uplift2=-136(LC 12), 4=-136(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-718/301, 7-8=-632/304, 3-8=-626/316, 3-9=-626/316, 9-10=-632/304, 4-10=-718/301 BOT CHORD 2-6=-139/556, 4-6=-139/556 WEBS 3-6=0/280 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-0, Exterior(2) 5-10-0 to 8-10-0 zone;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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=136, 4=136. 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." LOAD CASE(S) Standard 0 tjkT W. yI , F Q,OO S IATE OFo Q 4 iS ONAL ENGa` Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss cuss ype ty y TB0317 T21 Common 1 1 047 Job Reference (optional) om ue s 1--u—, --. y, -. oo, --y—, 1-0-0 ID:0837CakNCJU5ySDiQmCDdnydllm-A6xUXYwK182VXOYirLip9SBgPtkFPSLh?GcNHHyC QP 5-10-0 11-8-0 5-10-0 5-10-0 Scale = 1:20.8 46 = 3 3x4 = 3x4 = 5-10-0 5-10-0 Plate Offsets (X Y)-- 2:0-1-0 Edgel (4.0-1-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.04 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.11 4-5 999 180 BCLL 0.0 ' Rep Stress Inca YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 43 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=512/Mechanical, 2=600/0-3-8 (min. 0-1-8) Max Horz 2=61(LC 12) Max Uplift4=-107(LC 13), 2=-138(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-740/311, 6-7=-653/315, 3-7=-648/326, 3-8=-646/348, 4-8=-737/336 BOT CHORD 2-5=-197/57514-5=-197/575 WEBS 3-5=0/285 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 to 5-10-0, Exterior(2) 5-10-0 to 8-10-0 zone;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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=107, 2= 138. 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." LOAD CASES) Standard 'OO, T w. . Q •• 1GEMSF• y 0 ;• SIATE OF Q F•:,TORIOP 9'S/ONAL ENS``• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ Truss Type y TB0317 T22 Roof Special Girder 1 1 048 Job Reference (optional) uunaers rvslsource, i ampa, many ary, rionaa as000, racK nryanr nun: i.— s I- Iv — u rmn. .— -— 11— _ yID:0837CakNCJU5ySDiQmCDdnydl1m-elUtluxy3VAM9a7uP2E2ifkzuH168rEgEGTwgj' CM6 1-0-0 5-10-0 9-2-0 11-10-0 _ , 14-4-0 15-4-0 1-0-0 5-10-0 3-4-0 2-8-0 2 Scale = 1:26.8 46 = 3 3x4 = 3x4 = 3x4 = 5-10-0 9-2-0 11-10-0 14-4-0 5-10-0 3-4-0 2-8-0 2-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) 0.05 2-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.14 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=771/0-3-8 (min. 0-1-8), 6=983/0-3-8 (min. 0-1-8) Max Horz 2=57(LC 26) Max Uplift2=174(LC 8), 6=-260(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1089/221, 3-4=-1015/218, 4-5=-1480/374, 5-6=-1657/393 BOT CHORD 2-9=-131/883, 8-9=-419/1906, 6-8= 296/1413 WEBS 5-8=-74/604, 3-9=-80/559, 4-9=-1098/359, 4-8=-549/296 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=174, 6=260. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 123 lb up at 11-10-0 on top chord, and 323 Ib down and 84 Ib up at 11-8-12 on bottom chord. The design/selection of such connection device(s) is' the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." r' AO FLT Irv. 9 f QO•V CE SF' <<,y r o SIATEOF Q ORYA I+.SS dNAI N. ••. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-7=-70, 2-6=-20 Concentrated Loads (lb) Vert: 5=-7(B) 8=-323(B) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss russ I ype Oty Ply TB0317 - T23 Roof Special 1 1. 49Job Reference (optional) ounoem rirslaource, 1arnpa, earn'ny, nouua 00000, Wien -yam -- - - .. .. r.u,l. I-- .- ,o --,u-•..ateID;0837CakNCJU5ySDiQmCDdnydt1m-elUtluxy3VAM9a7uP2E2ifkzCH4k8vpgE6Twq CLQO 1-0-000 5 10 0 7-2-0 0-0 14-4-0 1-0-0 5-10-0 1-4 9-1 0 2-8-0 4-6-0 Scale = 1:25.1 46 = i 3 3x4 = 2x4 II 3x4 = 6 5-10-0 7-2-0 9-10-0 14-4-U 5-10-0 1-4-0 2-8-0 4-6-0 Plate Offsets (X Y)-- 4.0-4-0 Edge] f5:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.06 2-8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.17 2-8 967 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=629/0-3-8 (min. 0-1-8), 2=715/0-3-8 (min. 0-1-8) Max Horz 2=61(LC 12) Max Uplift6=-143(LC 13), 2=-153(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-974/426, 9-10=-891/429, 3-10=-887/440, 3-4=-741/417, 4-5=-792/448, 5-11=-938/511, 11-12= 1006/502, 6-12=-1066/499 BOT CHORD 2-8=-301/791, 7-8=-366/896, 6-7=-367/890 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-0, Exterior(2) 5-10-0 to 12-10-0, Interior(1) 12-10-0 to 14-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 6=143, 2=153. 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." LOAD CASE(S) Standard w' 40jkl W. ik%L, 1k , r 6 ;• s raze OF : 2. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Tru5s ype iy y TB0317 T24 GABLE 1 FI O50 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 102015 MiTek Industries, Inc. Mon Dec 04 13:33:10 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl l m-6V2FyExapolDmki5ymlHEtGGrhVRtMO_SwDTM9yCLQN 1-0-0 10-8-0 21-4-0 1 22-4-0 , 1-0-0 10-8-0 10-8-0 1-0-0 Scale = 1:37.9 4x6 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 = 3x4 = 21-4-0 21-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 12 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/FP12007 Matrix) Weight: 110 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 21-4-0. lb) - Max Horz 2=98(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-106/293, 7-8=-106/298 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 10-8-0, Corner(3) 10-8-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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." tfl T W. h'•s Q' ••*,1GENS cq o ; 5IATE OF S`90k, ;OR10P•'••ti 0, gI 4.pS7 NAL trNGP 0 LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oTruss Truss Type Q1y y TB0317 T25 Wnopitch 5 1 051 Job Reference (optional) KSUllaers Flrsi50Urce, Tampa, clam ury, vionaa 33bbb, KICK uryani - Kun: /.b4u s NOV iu-euib rrim: /.b4U s NOV lU zUlb MI IeK Inausines Inc. Man Uec u4 i i:3381 zui / rage 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-ahcd9ayCa6Q4OuHHWTGWn4pRt5rEogm7hZy1 ucyCLQM 1-0-0 i 1-4-0 1-0-0 1 3 2x4 = LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.10 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BC LL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BC DL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=15/Mechanical, 2=161/0-8-0 (min. 0-1-8) Max Horz 2=42(LC 12) Max Uplift4=-5(LC 12), 2=-48(LC 12) Max Grav4=24(LC 3), 2=161(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% Structural wood sheathing directly applied or 1-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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." LOAD CASE(S) Standard W. SCE?4& y SIATEOF 0A1, • r,L.OR10P Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job S Truss Type Qty Ply TB0317 V01 Valley 1 1 052 Job Reference (optional) aunaers rirsiaource, Tampa, riarn uny, riunua oouoo, Wien -yam .... .. ............._-, ..._. .._.. _._ ID:0837CakNCJUSySDiQmCDdnydll m-ahcd9ayCa6Q40uHHWTGWn4pID5iNcgm7hZy1 ucyCLOM 2x4 11 Scale=1:17.9 2.--- -----.. ..- -- -----... ..--- aa 0 3 2x4 i 2x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.65 BC 0.58 WB 0.00 Matrix) DEFL. ` in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 loc) I/defl Ud n/a 999 n/a 999 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=235/5-11-8 (min. 0-1-8), 3=235/5-11-8 (min. 0-1-8) Max Horz 1=110(LC 12) Max Upliftl=-34(LC 12), 3=-89(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-183/265 NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-10-4 zone;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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." LOAD CASE(S) Standard aSPATE OF 9 Qi NhSS/ ONAL t;04 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job n1SS I ru3S I ype Qly y TB0317 V02 Valley 1 1 J053ob Reference (optional) movers nrscaource, 1 ampa, riaMr Ky, rwnua sc000, MK nryarn - --- -- nun: —vs rvov w cvro runt. i.o u s rvov-iv cv i omi r eK muusuies; u- -i uuu u i o:oo:. c cv. r ra e i ID:0837CakNCJU5ySDiQmCDdnydllm-3tA?NwzgLQYx01rT4BnlKIMaQU8ULHOGwDiaR2yC QL 4-0-0 4-0-0 aa 0 2x4 5- 2x4 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) 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=145/3-11-8 (min. 0-1-8), 3=145/3-11-8 (min. 0-1-8) Max Horz 1=68(LC 12) Max Upliftl=-21(LC 12), 3=-55(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.6 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20 Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 QOOt?G iLs 4"9!•• S 1 ATE OF tOR1OP•'4 0sSONAIEa•V Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss]Truss ype y TB0317 V03 Valley 1 Job ference o tional nunaers rirsroource, iampa, riam ury, rionaa a0000, nice oryam a c 0 2x4 I6':0837CakNCJU5ySDiQmCDdnyd11m-31A?NwzgLQYx01rT4BnIKIMdkUBGLHOGwDiaR2y6r L 2 3 Scale = 1:7.6 I Plate Offsets (X Y)-- 2:0-2-13 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 6 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=55/1-11-8 (min. 0-1-8), 3=55/1-11-8 (min. 0-1-8) Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 QOO G NS 9 51ATE OF S ».•• GS/ONAL f V ,S Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 ya, C / All\x o\\\ \ 3± I 13 o\ \ is \ j . k \\ » -2 \,\ § a n u `_ ee 0 =:®e a = & f ,\ 4V `» y_ s §a= . : e - 2 G& ){ \ / )} } « ( } \ k \ \ \ \Co N c4- Era: e,a, City of Sanford Building and Fire Prevention Product Approval Specification Form OS3ANFORDPermit # # 1 7- 3 7 5 2 Project Location Address: 541 Red Rose Ln., Lot 317 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-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.08 Sectional Windsor Garage Doors Sectional Ext. Door single & Dbl FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Ipha 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 Atlas Roofing Shingles FL16305-114 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 Millennium MMI-2 Off Ridge Vent 16568.1 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 Applicant's Name Please Print) June 2014 DER ID STET }47 FCf. rAN BOLT! cA BCM A. SCT"_ 4WA RED — AY. bmoo. 1E agm Tom J BAvm (TTt ME RL RAT 4E m AT6-VAFF. LM CFJDRrSTCK LEDZ510. fITPJ Q1 Ten W791,0Ln-EL AFF. I• axLc O I rOTCF,% LANAI OAT 6'-O'AFF. IA'-0'.)'- 1 3'-4" PLL F I ,Tatt ALILD• aD. OI4F. R8fE66 '( - 1 I O rlEfrW :: `rAVE: wT oLa DIWe" suq 6Dp. "RA w OWNER'S SUITE t2'-ID- f 9'-4- TRAY CLO. J6'.6'NAT qO tP:FROi g A-6' TO 6'd'— 1rD1. — R5 t6ER L DRtER J LAUN, Ae RAN ER S''A'CLL LEES Mr. % LFaR R.X..R 4 FAla F-6.6-0 W 5.4' I I r00.R2 Y POKH 1 9'-3 PLT. TT. I EMT L1'c Asv.- 1—FdYErtS _ — I oU 616-P AFF. 4mtRAL. AEaE1 AFF. I 90111':ffLr",a I I Gtt I 5.1• dFF. GATHERING ROOM 7-STORY •10LUNrE 9'-4" FLAT CLC. w/ IT. CCAIE R0011 v Z MA.SO4uu ING ROOMS W. W.FT) 9'7i FLAT CLO. TAR DATA71 tl RSERS 11 136• EAGmLb'TQ=Ai6 Y'NRAW, wsi K1 wtza Apr" IcsTc '-a• FOYER S'-r TYPICAL MASONRY SCHEDULEWINDOW WINDOW WIDTHS 20' 1 21' 1 31' 1 53' WINDOW CALL OUTS 17 54 IR 32 54 22 5H 325476' LLI2 39' Q 13 54 V2 33 SN 23 54 33 54 0' 14 54 11234 54 24 SN 34 6451' p 3 15 54 112 35 54 25614 35 5463' Co) Z Z 16 5.1.4 M 36 54 26 54 36Fi.412' 3 GL. VERTY MASONRY OPEN.%1 $ FOR ALL UNDO5, W MOM 51ZES AND ASTALLATIOJ MAY YAR( PER 0 MAVAIMIZE SFECIRCAT>CN5. Z RF-ER TOFLOOR -LAWSFORSTTLE OF WNDW USED (5'Pa E Kffj-${ CASErkl- CSIiT, OR FIXED GLA55-F6J R t R R R R R 4L c-ER MATT AND 1E50E OFK:IG SwALL CART RIM RUC AT YFAJ'ECEM PER FACR- SIMED:TKt. A1C.1! MATCI YS DOCATES va" k k t # R R R K0.6DX GOME IWfl) S NEU'10Y. REOV Ator.. G4c RV O.T. Sit': AS y di SJiCR IEOD. ATNAVEEEtFITCR DISP. Y.t' MV, O b SAlDS O--R SFil. . 4W F1AFEr N6.OSA 64DCPGVi' DT%ILL D CALI. 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Fv- GARAGE RIGHT Florida Building Code Online Page 1 of 3F-. ProfessionalRegulation SCIS Home Log in I User Registration Hot Topics Submit Surcharge nes r} B+ r/Tfip[1 Product Approval l l:t.IL.J..:l uSfR:Pubr¢User Re ulaticn EWA IN Stats & facts i Publications I raC Staff I 5M Site Map Unks I Search iadari earevaf Yienir > a eeltesfmn 6lit ypyspllcaSluti C aaf R # FL15225-R3 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 Therrna-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Calory Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. V, validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of 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?pamm=wGEVXQwtDgv3yVVKJZIQ... 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 (618 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation instuctions r. Note - Giaimg Shari Comply wittiASTM"E1300 04. ( This product approval requires the use of 'T part numberdoorsandsidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate iAC15225.5 NAMI certs: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 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by with and without Sidefites. inswing and Outswing I'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 (6'8 Door Products) and 15225. 6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate ti k5 c 'ca r r. e'cics jmNAM. cei#s:odf' Quality Assurance Contract Expiration Date 12/31/ 2021 Installation Instructions ..., c b5 R3' L Fp151' S?5:6-B.odf u r:» S na: II INS1" 152?5:6-90:adf. VerfNed By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports i4 S txx' dF >=tfA1,+'f2.6-58.odf a7 5 R3' AE EVAL 15925 6-80 odf. Created by Independent Third Party: Yes Contact Us :: .. plirnea487-i9Z4 The State of Florida is an AA/EEO employer. er o?^iit. 7,;, Slate of.t toTids " Prha'vc'teroenr ;: Ar__r_ncJMStaM_ment :: Ref. nd S atement Under Florida law, email addresses are public records. If you donot want your e-mail address released in response to a public-recrrds request, do not send electronic mailtothisentity. Instead, contact the office by phone or by traditional map. It you have any questions, pleasecontact 850.487.1395. *Pursuantto Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide theoepartrnent with anemail addressIf they havedne. The emails provided may be used for official communication with the licensee. However email addresses are publicrecord. if you da licensee underotwish tosupplya personal address, please provide the Department with an emChapail add ss 455, whichease available to the public To determine if you Product Approval Accepts: W=A CreditSAFE https: llwww. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CER FICATION Company: Therma-Tru Corporation Certification No.: NI005329-11 108 Mutzfeld Road Certification Date: 10/15/2003 Expiration Date: 12/31/2021Butler, IN 46721 p Revision Date: 02/24/2015 e Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites f. Benchmarkby Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E334/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 within NAMI's Chrtified Product:l;istia .at:tis :N ' "r ti lii 't NAMI's CertifleaEtan 1p rain is accredited b . The Attterican National Standards institute (ANSI),_ Inswing blazed Design Missile Test Report Number Maximum Pressure Impact _ & Configuration or or Outswin I/S '. Opaque OpaqueX Sin le OpaqueXO/S Single XX I/S Opaque Double XX O/S Opaque Double XX I/S Opaque Double XX O/S Opaque Double OXO/OX/XO I/S OpaqueEDrSiqtow/Sidelites - Glazed SesOXO/OX/XO O/S OpaqurSinlew/Sidelites... Glazed Ses . Opaque DoorOXXOI/S Double w/Sidelites.... O/S Glazed Sidelites Opaque DoorOXXO Double w/Sidelites I/S Glazed Sidelites Opaque DoorOXXO Double.w/Sidelites.. Glazed Sidelites . OXXO' Double.w/Sidelites Size Pos/Ne Rated 3'0" x 6'9 67/-67 No x 6'g" 67/-67 No 0—;, x 618" 40/-40 No 6'0" x 6'8" 40/-40 No 6'0" x We 47/-47 _ No 6'0" x 6'8" 47/-47 No 5'4" x 6'8" 4w-4u Na 5' 4" x 6' 8" 40/-40 No 8'4" x 6'8" 40/-40 No 8'47+ x 6'8" 40/-40 No 814" x 6'8" 47147 No O/S Opaque Door 814" x 6'8" +4-//-4 / Nu Glazed Sidelites National Accreditation & Managemer I1 (804) 6845124/Fax: (894) 684-5122 NAMI AUTHORIZED SIGNATURE: ETC-01-741-10703.0/L-2097/TTF-253 F ETC-01-741-10703.O/L-2097/TTF-254F ETC-01-741-10703.0/L-2097/TTF-253 F Standard Aluminum Astragal ETC-01-741-10703.0/L-2097/TTF-254 F Standard Aluminum Astragal . ETC-OC-741-10703.0/L-2097MF-253F Coastal Aluminum Astragal,___.;___,.,__ ETC-0 i-741-10703.0/L-2097/1 TF-254F Coastal Aluminum Astragal ....... ETC-01-741-10593.0/L-2097/TTF-253 F ETC-01-741-10593.O/L-2097/TTF-254F ETC-O 1-741-10593.0/1,-2097/T717=253F Standard: Aluminum Astragal. ETC-01-741-10593.0/L-2097/TTF-254F Standard A.luminum.Astraga..l . ETC-01-741-10593.0/L-2097/TTF-253 F Coastal Aluminum.Astragal .. ETC-0 l-741-10593.0/L-2097/TTF-254F Coastal Aluminum Astragal i-fai/fii C%Qav/Haves; VA Z3072 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 Certification Date: 1011512003108MutzfeldRoad Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing wi 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 certificationandthatcertificationcriteriahasbeensatisfied. This product has been approved for listing withinlabelrepresentsproductconformitytotheapplicablespecificationallNAMI'sCert ficadott. Pro ram`]s accredited b :7he American National Standards Institute AN51 iNAMI's Certified.Product Gistiix at` rii cat" n. 0: . Design Missile Report NumberTestRep Inswing Configuration or Glazed or Maximum Pressure Impact Rated Comments Outswin .......... Opaque O a ue Size g',0» x 6,8„ Pos/Ne 67/-67 No 0702 0ETC-01-741 1 . %C-2096/TTF252F X I/S Single O/g Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF25IF X Sin le XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF252F Standard Aluminum Astragal. Double ...... . XX O/S Opaque 610" x 6'8" +40%40 No Double XX I/S Opaque 6'0" x 6' , +55/-55 No XX x 6' I/S OpDoor 5'x 6'8" 4"aque40/-40 NO Glazed Sidelites Opaque Door 5'4"x 6'S" 40/-40 No ONGlazed Sidelites Opaque Door 88" 4" x 6' 40/-40 No I/ S Glazed.. Sidelites O/ S Opaque Door 8'4" x 6'8" 40/-40 No Glazed Sidelites I/ S Opaque Door 8'4" x 6'13" 55/-55 No Glazed. Sidelites. O/ S Opaque Door 8'4" x 698" 55/-5 No Glazed. Sidelites . nal Accreditation Management Institute, tnc./4794 George Washington Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: ETC- 01-741-10' Standard A ETC- 01-7 11-111 Coastal A] ETC- 01-741-111 Coastal X ETC- 01-741-11 ETC- 01-741-11 ETC- 01-741-11 Standard / ETC- 01-741- i 1 Standard E ETC- 01-741-11 A 151 / TTF252F kstragal 151/' I-TF251 F Astragal i 5l/TTF252F 151/ 7TF251 F 15 ] / T'I'F252F 151 Asl 151 MASONRY OPENING 2X BUCK U) 4' . 4 li%\-MUU.JON MASONRY. I'ISHOWN FORREFERENCE OPENING iYP.A I HEAD 1114D JAMBS 2X BUCKf3U K ANCHORING MASONRY OPENING 1. 42XP—buck min. S.G. & 0.55, 2X BUCK rt 1; =-.fiv12o2SIM ndW atthecomers may be acriwted to maintain the min. e doCorJoteTyahChorlb 6ijbinsnoted as -MAX. ON CENI[ErrnUstbe 00110-d fP may to W4 & Concrete anchor tobIe. A r ir Ir 11c v,A&, I 1-- 4- 7 TYP. HEAD JAMBS -LASTRAGAL SHOWN FOR REFERENCE It 4 1' tl4* 1 1 MULLION SHOWN FOR Typ; jj REFERENCE 11 HFADII iI JAMBS II Ij t II MULLION. J 11 SHOWN FOR I I. 006 REFERENCE 41: Iq GI MIDELF BUCK ANCEJP13M 2X xBUCK c; MASONRY OPENING 4. 4. MULLION SHOWN FOR MU' 1ION SHOWN FOR sll TYP. REFERENCE HEADMREFERENCE II JAMBS 44. Ii ASTPAGAL. 1* VFOWN FOR 1 9 : 6 4teNe RFEII-: (1CiIDOUBLE W/SIDEIITE PUCK NODO.NG BY: NQ C. T I . . 7 4- T-r, SEE NOTE 311 SHEET 3 11 \-gE DETAIL ASTRAGAL- MULLIONJ SHOWN FOR 1, SHOWN FOR REFERENCE REFERENCE ONLY IF E` DOUBLE DOOR WI-Sl IN PAIRS so. Ong Typ. V , --NW/2X BUCK A;JINSTALLA71ON T2Vu @W/IX SUCK INSTALLATION waz TYP. HEAD JAMBS iv SEE DETAIL -4- En Mu VIEW "E'E. SHOWN W/ WRMK MRtMTEO Slcv-qE TO Item DESCRIPTION Material A PFH-VO-00 SCREWIIIO Rt1, F44; F STEEL. ly. W665 OREW7HW' I H ZTECL STEEL. a; 3147 LG . -j1- Y TEELJIOx 10 x 6 2 - M- PFtf WOQp_LCR_Q_V STEEL 3 a x 2= 112" LG. - -PFH WOOD SCRE W R 4 T/4'x 2-314 PFH EL CO OR TW CONCRETE SCREW N 3 . 1 PPH CON STEEL 4 3/16" x 3-11c' ITW PFH -'CONCRETE - C PFH CONCRETE. SCREW i REL— 13 1 6L'OITWMASONRY - 0 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK. CONFORMING TO ASTM C90 CONCRETE 74" PFH ITW CONCR W SlEEL SUGAR PINE, SO WOOD WU6U7— STEEL A U UCK5 Kf' tN13, MIS R. SEE DETAIL J.— A W/ 2X BUCK INSTALLATION W/ IX BUCK INSTALLATION.".'. W/ 2X BUCK NSTALLATION W11X BUCK.L.1 Q-UNh-:L INSTALLATION ATrASTRCH ASTRAGALT14ROW SOLT IKE PLATETOFRAMEASSHOWN. DETAIL on, ay. JK i. tw. gy., LFS ow Mc FL-15225. 5-68 sHFEr 4- o 6 EXTERIOR IMAN' C110" INTERIOR EXTERIOR: LNIERIOR MA6pol10tW, IQi - N, INTERIOR EXTERIOR 4" MASONRY.7 TYOPENINGPI HEAD JAMBS 2X BUCK--f 111 SINGLE Q= DUQK-ANMQRM MASONRY OPENING to Ci FO 2X BUCK 4- 4- 4 11F. tl 01-MULLION 4 :l§HbWk FOR. MASONRY > IV OPENING 001 HEAD JAMBS z- z. Em IL z Ll ti 2)( BUCK v co C) MULLION 1.1 SHOWN FOR REFERENCE cl 31t"e -151 SLNaLLALSADELILMS Co 5jN2LE-w-M=TE BUCK ANQH.QRRtJCKANCJJQBMo. MASONRY OPENING 2X BUCK NOTES; km;.• S.G. .1 01M. COANCHOR NOT ES: macomerse) ocUtsted tomulnt0h the fWn- 1. concreteanchorfacanomorthecomaedgedistance tomortar Joints. 2. Concrete anchorlocaflonsnotedasMAXON CENfEW must be adjusted to maIntah the min. edge distance to morharlaints, addltlonal concrete anchors may be requiredtoensurethe 'MAX ON CENTER" dimension are not exceeded. I concrete anchor table: O is F ClfARAAM* L ywAVbA aw• 1/4' TAPCON L 4 44 MULLION MULLION SHOWN FOR SHOWN FORTYP,. HEAD I D REFERENCE REFERENCE In JAMBS ASTRAGALH JAMBS zSHOWNFORREFERENCEIIpI v 2X:— SHOWN FOR SHOWN II BUCK1. REFERENCEtoV21z DWG, ey; JK t FL DOUR W/ Sloc IICdSANCHORINGIVIZONRYJOPENING AUCK ANCHORING SHEFT Pr. In 41 V. M1F Uin 1 M 3- 3 G,. 'ti j, •• 4, . 4 3 e. M.. w/2X BUCK w/2x BUCK x ^ S g. CIE DETAIL "3" A. INSTALLATION INSTALLATION' A q SEE x Ui G. III SEE DETAIL . ;DETAIL . a,.• a i SEE NOTE 3 w/iX BUCK "3" (_W/tX'Bq rn mL: INSTALLATIONSHEET3 'lNSTAIIATWN. rk TYP. HEAD TYP. HEAD & ^ O 4'oa MULLION B JAMBS 1 JAMBS SHOWN FOR - S1J, REFERENCE w. .. ASTRAQ4t Q' Y - 1..' n ASTRAGAL' A SHOWN FOR _ s SHOWN FOA REFERENCE cu'7 n REFERENCE ONLY N'. 5 +, ogONLYd. ll cl In SEE pp 6 f8. , 18 zdofDETAIL. F ei 4" c + ill 0 il[ VIEC` DOUBLE DOOR i C- OOUB E ODOR ECITESw/SIDW FF SWWN W/ OMMA CMNIG.ATED fAMWERS. REN %SO M?, AU SIDWYETOODORJAMB0NNECTIONS) Q DESCRIPTION Material IEem . STEEL jj A ' 10 T' 2 PFH WOO SCREW 10 X 7=3 wooBTEEL: - L V. i. b 1 P H W X R I i0... x. 4 G. PFH SCR i0 'e tt7 Fr0.rn'e DETAIL4 OMASONRY 7.- 3 4 PFH .ELCO OR ITYY CONCRETE' SCREW 7EEI: 5 .z' 1-3 4 ITWPFH :CONCRETE SCREWA 9. x3-. 4... ITW PFH CONC ESCREW EELDETAIL 3X. F CR 5TEEL STRiK AMF LTi ATTACH ASTRAGAL THROWBOu16' x -f' 4. CONCRETE SCREW 1 '; E PLATE TO FR "x-1.4. JTW PFAS SHOWN, mTe z 21 - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE A13 InR HOLLOW .©LOCKCONFORMINGTO...ASTM C90 L D"c. er: JK " .Io 1 ¢ 1 .4 X. 2-1 4 PFP ITW CO. CRETE SCREW CNK. en LFS H DER..JAMB PINE. SG . a= ..0.4 p p DETAIL "1 " URANiN6 NO.: 2i. 3 .4 THK. PRESSURE TRFJI . D S DELITE .PAD STF.FL FL- t$22§. 5-80 c 30 2" X 1" X 25 GA. CORRUGATED. FASTENER sNEEr..4 ar. 'B p b NTIERMOR.. I EXTERIOR EXTERIOR. CA ul , hp,canApurotten EXTERIOR INTERIOR INTERIOR a VERT mL CROSS Eft! Kow3E9nfi8VaY .p INTERIOR EXTERIOR INTERIOR 6 YERTt At CROSS . T N... 6 ,clutswtrqeonfigmo`---i MINE INTERIOR 1: O RllONiAt C SS S C 2 ' g ca(q 491:i.djamb T1 INTERIOR a _EXTERIOR N. n 3 t?RIiOMAt CROSS Sj;G110N canf+S Kalloi k-9y16 ,jonib 1.. N klTaNl'AG CROSS SEG' 9(mneon 5i HC3RfSKiI liA1 GRf1S, SF:;tJQ.. 2 F6utsrAng:Confi xatk)n p911,G' Irnrib ; SIN: an LF'SAw" d NN F1- 15225-88M C, ir2r2_ OF u z N T410 M x$Y c 2 M c3 F O SEE.... u DETAV SEE n .+ DETAIL 12. SINGW SIDELITES VIEW "E"-"E" V—IEW "V"-"D" VIE, W "C =°C" CO'rn AM* fhe ndn t oricharlbeaffans at the comers maybe adjusted tomaintain e;lp9kpifa+ril (o ttrart°F(otnh. 2. Contriteen 0YJa'cwtidns noted os MAX. ONCENTER" must beadjusted tomalMalntheMM. edgedistance to mortar(ofnts. additional concrete anchor may be requied to ensure the. R" ON CENTEdimensfon are not exceeded. 3. Concrete anchorfable: MtAG M ANCHURAT7GHf1N:: ......... :C M: 1 0AdiXGE1f r TA Ct}17 CO 1" P 1/ 4 1.1 . U4TRACON AS SHOWN TTTW O. 3J16" 1-1/4 AS'SNOWN 2 SIDELIiE NOTES: Of thejam 1vmert cal jiams ditram settheIntotOP down at 3S',with (31'' 4U 5 6 66". There are (2( of the headerof 4" each a from the outside comes of the frame. There are (2) at the sB6 4" from the outside comers. 8 i 0 6Aji6"HEAO i TYP. ® HEAD 1 F 44/Ifi HEAD MULLION SHOWN FOR REFERENCE N a w oin 1" JAMB TYP, JAMBS Typ. 01/All6" JAMB 7 SEE L" Y a'3- SINGLE DOOR W/SIDELIFE VIM "g -Z a ram• o llitl) i D TV'. 0 o a a. F, :HH EAD aa Z 11, 1eJAMS' uTiYP. ® JAMBS N A. gil "JAMB. o SEE o I z m a o SINGLE DOOR VIEW"A"-"A" 1 H R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryBCP.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board or Professional Engineers Certificale orAutllorizWon No. 9913 Scope: Thera Tru Corporation, based onRuleChapter No. 61 G20-3,R W Building Consultants, ISchmidt, Method 1A of he Slatof Florida Product Approval, Dept Product Evaluation reportissuedrDeptofBusiness S 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 productorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Umltations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity HurricaneZone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shallbeaslistedandspacedasshownondetails. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wail coverings. lowing installations instructions of ANSI AFBPA NDS 2012. All other fastener types to beinstalled following fastener 3. Wood screws shallbeinstalledfolmanufacturersinstallationinstructions. ter - center distances shall be speed by the fastener manufacture, butin no instance shall they 4. Fastener embedment depths, edge distance and cen be less than shown in drawing FL-15225.5-68. 5. Where shims areused, they must be a "rigid / stiff" material that complies with the requirements .of the FBC. 6. Positive and negativedesignpressurerequirementsforusewithdrawingFL-1522&5-68 shall be determined by others for specific jobs in acco. ante with the governing code. etails of drawing FL-15225.5-68 require further engineering analysis by a licensed engineer or registered 7. Siteconditions thatdeviatefromthedarchitect. Supporting Documents: t. Rdpef{ No ETC- Of-741-10702. 0 Teat Standard ASTM E330- 02 / TAS 202-94 146060147 2 / E1886-0 1996-02 ASTM E330-0E TEL011-11008.0 TEL 0 2. Drawing No. Prepared by No. FLA 5225.5-68 RW Building Consultants, Inc. (CA #9813) 3, Calculations Prepared b[ Anchoring RW Building Consultants, I= ( CA #9813) Sheet 1 of 1 T t1»a i:a ralortr ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. Lyndon F. Schmidt, P.E. st+*ad'S'Ssateil bv. Lyndon F: Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 612015 Florida Building Code Online eg Page 1 of 1 t Cr r r e^f ;:'s . ,ufre+ k Florida Depamnentof BCIS Home Log In User Registration Hot Topics Submit Surcharge Stabs & Facts Publications I FBC Staff BCIS Site Map Links I search B usi nes/yl//DProfessional a USER: Publics User rOyal Regulation Product Aooroval Menu > Product or Application Search > Application List Search Criteria Refine Search Code Version 2014 FL# 15332.08 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 Q.-h Ruculte - Annliratinn FL# Type Manufacturer Validated By Status FL15332- Affirmation MI Windows and Doors Steven M. Urich, Approved R2 FL#: FL15332.8 PE History Model: SERIES 430/440 ALUMINUM SGD 717) 932-8500 Description: SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies Approved by UBYK. Approvals Dy Ut5FK snail oe revlewea dno raaneo oy me Yul. ano/or me lommisslon IT necessary. Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: W M fi>CR E Cl, red it C r ISI F https:// www.floridabuilding.org/pr/pr_app_lst.aspx 8/12/2015 Florida Building Code Online Page 1 of 3 Florida Departmentq BCIS Home Log In I User Registration Hot Topics Submit Surcharge Stats & Facts Publications I FBC Staff BCIS Site Map Links Search i Busines ProductProfessional0USER: Pubiic User Approval Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method 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 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 Validation Checklist - Hardcopy Received FL15332 R2 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 eJ 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 ^Yes 1 No `a N/A https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/ 12/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products FL # Model, Number or Name 15332.1 SERIES 420 ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS FL15332 R2 COC FL15332-COMP.odf Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 Description SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Installation Instructions FL15332 R2 II 08-00500C.0f Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15332 R2 AE 510807B.odf 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 R2 II 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02250A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A.odf PRESSURE RATINGS 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 R2 II 08-00499C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510806B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWI... 8/ 12/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00501C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf 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 FL15332 R2 II 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 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 FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. Ifyou 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: Cc Credit arrl,,, y` _ C https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/ 12/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHI ECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR 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 IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DE -AILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF 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 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: XIX. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. SIGNED: 1210612013 MI WINDOc LLC 1R IiLo// ooWw. RoseY00oRS J\S CARROLLTON, TX 75006 gENs 9 Oy61261 •*= SERIES430SGD143" x 80" NON REINFORCED k •• NOTES; STATE OF -,&\ iFS '' ZORVD . j:'z DRAWN: DWG NO. REV OSSHEET1 C AL1Ea` SCALENTSDATE02/23/09 F 9 J 143" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR 6" MAX NUMBER OF LOCATIONS 6" MAXREQUIRED 6" MAX 80" MAX FRAME HEIGHT L 6" MAX x i x SERIES 430 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING i40.OPSF NONE 25.01-33.OPSF NONE WITH 2-1132" SILL SEE CHARTS #1 & #2 FOR OTHER UNITS RATINGS 5 3/8" 1 2 1/32 2 1/32" SILL ALUMINUM 6063-T5.055 THICK WITH 1-112"SILL SEE CHARTS #3 & #4 FOR OTHER UNITS RATINGS CHART#1 WITH 2 11'32" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. CHART #3 WITH 1 112"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psq From Single Panel and Total From Width (in) Height 30.0 1 36.0 42.0 1 47.7 90.00 1 106.00 126.00 1 143.00 in) Pos I Neg I Pos I Neg Pos I Nag 1 Pos Neg 60.0 40.0 1 54.9 1 40.0 1 48.0 1 40.0 1 43.2 40.0 40.0 Design pressure chart (so From Single Panel and Total From Wdth (in) Haight 30.0 36.0 42.0 60.01in) 90.00 Pos I Neg 1 108.00 I Pos Neg 1 126.00 Pos 180.00 I Neg I Pos I Neg 80.0 25.0 1 50.8 1 25.0 44.4 1 25.0 1 40.0 1 25.0 1- 33.0 CHART #2 CHART #4 WITH 2 1132" SILL WITH 1 112" SILL WHERE WATER INFILTRATION RESISTANCE IS NOTREQUIRED WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 SEE NOTE 9 SHEET 1 Design pressure chart (pso From Single Panel and Total From Width (in) Height 30.0 1 36.0 1 42.0 47.7 in) 90.00 108.00 126.00 143.00 Pos Neg Pos I Neg Pos Neg Pos Neg 80.0 54.9 54.9 48.0 48.0 1 43.2 43.2 40.0 40.0 5 3/8" -{ 1 1/2" 1 1/2" SILL ALUMINUM 6063-T5.055 THICK CHART #5 Design preswre chart (psq From Single Panel and Total From Wdlh (in) 30.0 36.0 42.0 60.0Height90.00 108.00 126.00 180.00 in) Pos I Neg I Pos I Neg I Pos I Neg Pos Neg 80.0 50.8 1 50.8 1 44.4 1 44.4 1 40.0 1 40.0 33.0 33.0 Number oranchor locations required From Single Panel and Total From Width (in) Height 30.0 1 36.0 42.0 1 47.7 90.0 f08.0 120.0 143.0in) H&S Jamb H&S Jamb H&S Jamb I H&S 1 Jamb 80.0 6 5 7 5 B 5 9 5 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80' NON REINFORCED ELEVATION DRAWN: DWG NO. F.A. 08-00502 SCALE NTS DATE 02/23/09 'NE-2 OF 9 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR REVISIONS 1 /2" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. EMBEDMENT 1/4 MAX. SHIM SPACE 1 3/8" MIN. 1 1/4" MAX. EMBEDMENT F SHIM SPACE 1/2" MIN. INTERIOR EDGE DISTANCE n1 INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL II OPTIONS 1 #10 WOOD 1 3/8" MIN. SCREW EMBEDMENT WOOD FRAMING OR 2X BUCK 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 e EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 SCALE NTS DATE 02/23/09 JS.M3 OF 9 RI IC07////// OENSF9cP o` STATE OF ; RLV iOF [ p Ri P •\ G r I s METAL STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE CIS OR TRILLING 1/4" MAX. SHIM SPACE 7/8" MIN, EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C I ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 10 SMS OR CONSTRUCTION ADHESIVE SELF DRILLING OR EQUAL SCREW METAL SEE SHEET 2 STRUCTURE METAL FOR SILL BY OTHERSJEXTERIOR STRUCTURE OPTIONS BY OTHERS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2.- PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCEWITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN. DWG NO. F. A. 08-00502 SCALE NTS DATE 02/23/09 1S11EET4 OF 9 R I IL0(/// i T(, Tyr w cl0Rvo 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. aG 1 1/4" MIN. EMBEDMENT EMBEDMENTCONCRETE/ " ° MASONRY BY OTHERS 2 1/2" MIN. OPTIONAL EDGE DISTANCE 1X BUCK TO BE i PROPERLY SECURED 1/ 4" MAX. SHIM SPACE 3/16" TAFCON SEENOTE3SHEET 1 3/ 16" TAPCON CONCRETE/ MASONRY BY OTHERS EXTERIOR INTERIOR BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL 3/ 16" TAPCON kA SEE SHEET 2 FOR SILL OPTIONS MASONRY/ 19 A 9 CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT G g ° ° a VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEIMASONRYINSTALLATION EDGE DISTANCE 1/ 4" MAX. IF SHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR J EXTERIOR _ tE JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 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 430 SGD 143" x SO" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F. A. 08-00502 SCALE NTS IDATE 02/23/09 1 SHEETS OF 9 1R i IL 0 %fxi GENIS' 0 5 *= TATE OF WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE MIN. EMBE+MENT 1 /4" MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER ANDJOINT SEALANT BY OTHERS TOBE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN. EMBEDMENT 1/2" MtN. ECGE DISTANCE 10 WOOD SCREW SET IN VULKEM 116 TION ADHESIVE SHEET 2 2 SILL f10NS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. VENT 1/4" MAX. SHIM SPACE REVISIONS REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 77 NTS °ATE 02/23/09 SHEET OF 9 s R I ILo'//. 0,.6R61 TAffT t OF RLV .F• (OR\aP• G METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 7/8" MIN. EDGE DISTANCE III 10 SMS OR SELF DRILLING SCREWS 1 /4" MAX. SHIM SPACE REVISIONS REV DESCRIPTION DATE A ADDED CHARTS HilDREVISEDPERNEWTESTING C ADDED FLANGE INSTALLATIONS 12/06/1 INTERIOR SILL TO BE SET INI II A BED OF 'dULKEM 176 u uJCONSTRUCTION .ADHESIVE 10 SMS OR OR EQUAL SELF DRILLING tutMETAL—\j e SCREW SEE SHEET 2 STRUCTURE FOR SILL BY OTHERS EXTERIOR OPTIONS METAL JAMB INSTALLATION DETAIL STRUCTURE _ METAL STRUCTURE INSTALLATION BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINDOWS1001 W. c DOORS LLC ROSBYR CARROLLTON, TX 75006 `v •CENS 9,% SERIES 430 SGD =*• OyB12 143" x 80" NON REINFORCED 5 *- NOTES: S E1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, rj TAT OF rv` NOT SHOWN FOR CLARITY FLANGE INSTALLATION DETAILS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 0 R+,P ' N,{ DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: DWG No. REV G'eF.A. DATE 08 500502 C iNA`1tiV N NTS 02/23/09 7 OF 9 2 1/2" MIN. CONCRETE/ EDGE DISTANCE MASONRY BY OTHERS 1 1/4" MIN. a EMBEDMENT 1 1/4" MIN. EMBEDMENT OPTIONAL 2 1/2" MIN, 1X BUCK EDGE DISTANCE TO BE PROPERLY i0 0 SECURED 1/4" MAX. SEE NOTE 3 SHIM SPACE SHEET 1 3/16" TAPCON 3/16" TAPCON _ EXTERIOR 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION INTERIOR CONCRETE/MASONRY BY OTHERS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL SEE ET 2 FOR SILL OPTIONS 1 1/4" MIN EMBEDMENT 2 1/2" MIN. EDGE DISTANCE I [ 1/4" MAX. SHIM SPACE REVISIONS REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.1_. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 SCALE NTS IDATE 02/23/09 1 SHEET OF 9 1 RI EL O'117 iiv •\,ENSFgiP 0 5 *= pTAT c(ORIOP• f s 5/8" MIN EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STRIP —f EXTERIOR d d 1 1 /4" MIN. EMBEDMENT IX BUCK BY OTHERS, 1X BUCK TO S BE PROPERLY SECURED 3APCTAPCON PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT HOOK STRIP --- 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. METAL STRUCTURE BY OTHERS TRIM - INTERIOR HOOK STRIP ry10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER ANDJOINTSEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS ADOORS o1001W. ROSBYRDLLC s 9s% CARROLLTON, TX 75006 GENS o„61254"TATi"CIF SERIES 430 SGD 143" x 8ST NON REINFORCEDHOOKINSTALLATIONDETAILS c.•;IpR OP• \i'\\\ iiss/pNAIiE G\ DRAWN: DWG N0. REV 08 C500502A. DATENTS 02/23/09 9 OF 9 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, ,TX 75006 Engineering Evaluation Report Product Line: Series 430 Aluminum SGD 143"x8O" Non -Reinforced Report No.: 510809B 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 Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00502, Revision C, titled Series 430 Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-118 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: t40.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510809-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document. Maximum unit size: 1437 x 80" Approved configurations: XIX 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, 08-00502, Revision C. Certification ofIndependence: 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, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 Jill II 11 / j/ i5R • 4 Ir • 0,,6;t51 • O TAT 0 F S' 0RVO vIONAL, l! Luis R. Lomas, P.E. FL No.: 62514 12/ 11 /2013 r BCIS Home Log in User Registration Hot Topics Submit Surcharge Scats & Facts Publicatloi db'b Product ApprovalsUSER: Public User rooua ft= Or •9ppfiulu" Such > A,gal:rncvn Lit > Application Detail FL # FL15080-RI Application Type Revision ' Code Version 2014 Application Status Approved i. I Comments Archived i Product Manufacturer WINDSOR DOOR MFG, LLC / DBA 4VINDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR Authorized- Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.CON RODNEY BELKNAP RBELKNAP@WINDSORDOOR.CON Category Exterior Doors Subcategory Sectional Exterior Door Assemblie Compliance Method Evaluation Report from a Florida I Professional Engineer Evaluation Report - Hardcopy Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/28/2018 Validated By Kurt Dietrich PE I Validation Checklist - Hardcop Certificate of Independence F.um Al-gQI Referenced Standard and Year (of Standard) Standard ANSI/DASMA115 DASMA108 Equivalence of Product Standards Certified By Sections from the Code Architect or a Licensed Florida Year 2005 2005 FL # Model, Number or Name Description iis 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Installation Instructions I Approved for use in HVHZ: (Vo i LI.Sp80 R3 II 99A0fa1>revFi 9ambAttach s QdfApprovedforuseoutsideHVHZ: Yes I xI SS010 R1 II 75 C 1 'nstall sPdF ImpactResistant: No 50 , c .()Z-QL- :df DesignPressure: +22.9/-26.4 Verified By: JOHN E. SCAT PE ;FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party: Yes SIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReportsFLIS680 RI AE Evat Reoorti ResPan rla s odf Created by Independent Third Party: Yes i 13 GAGE STEEL. TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO 4 TRACK BRACKETS WITH -20 X 5/8' RACK BOLTS, OPENINGHFJGHT 14 ODOR HEIGHT) a3 BRACKETS EACH SIDE 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE DOLT & NUT 1/4" X 3/4" HEX HEAD SELF DRILLING SCREW USE /2 1 4' X 3//4" SHEET E1AL.SCREIVS. ALV. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE ED ON THE WEIGHT IHE DOOR. DETAIL D 63" (16 X 7) 74" (16 X 8) 42" (16 X 7) 50' (16 X 8) 21" (15 X 7) 24" (16 X 8) 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL USE END CAP OVER ENO STILES. ( SEE DETAIL C) 6STOP MOULDING NAILED EVERY 9" 6-D TYPE NAIL Ulk SaEQTKQN B-B IGOA. COMMERCIAL GALV, STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING, FASTEN TO WOOD JANOS WITH 5/16• X 1-1/2. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE —. DOOR SIZE... .. DESION..PRESSURE TEST.. PRESSURE- WIDTH HEIGHT POSITIVE NEGATIVE POSRNE NEGATIVE 0' 7'-0"+18.7 28.1 31.2 16'-0" 8'-0" 18.7 20.8 28.1 31.2 16 GAGE GALV, STEEL 5 STRUTS TOP BRACKET WITH 143" 20G4 WIDE (18 .XGAGEROLLERHOLDER3" IBGA WIDE (16 XEEDETAILD. (SEE DETAIL A)._ 2* ROLLER WITH 7/16" OIA STEM. TIRE: S EL 8116X 7 7 BALL SHORT STEM 6 X 8) 10 BALL LONG .STEM OPTIONAL LOCK --/ STRUT ON UPPER PART OF SECTIONgVERHINGELEAF. ( SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL ENDHINGEATTACHED ' WITH 5 FASTENERS. GALVANIZED- STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1/ 2" POLYSTYRENE INSUAVON STANDARDFOR STRUT ON UPPER PART OF SECTION OVER HINGE MODEL735. LEAF.. (SEE DETAIL 0). I- 3/8' POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL PANEL GALV. AND FOR MOD. 724.. -730, 750. 755, 426. PREPAINTEDSTEEL25 GAGE ALL MODELS EXCEPT STRUT ON BOTTOM BRACKET 24 WE MODEL 75G, 755 I 13 GAGE GALV. STEEL BOTTOM BRACKET 11ATTACHEDWITH2LAG SCREW 5/16' X 1-1/2" FASTENERS. BOTTOM SCREW BE ABOVE SECTIONA -A OR BELOWNROLLER. 20 WE GALV: STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL NOTE: GLAZING 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL DEBRIS FASTENED WITH (4) 1/4' X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/B' HEX BOLTS & NUTS OR 1/ 4, X 3/4" LONC HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING NAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX-PE'56308-F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-P -51737 97249239500DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONS181UTY OF OTHERS. I P,.fs .;—1 Englneerb seat proYded Ny for wrificcuon osindlood 'c1ty."ttion delnlls. z7 No. 61737 i 4 ; 8TAlf OF % !I CONSTRUCTION STRUTS OPTIONAL. SS8 GLASSLIGHTSIw l l i 1If1Ml l11'r 12016 ( DOUBLECAR) 4"jj X 16' AIR(( VES IN4CH LOINtOTAIOPENLONGPANEL AREA). OPTIONAL. CENTER STILES 5 COLUMNS]] EMBOSSES CENTER HINGES43CaUNNS) USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAFOFHINGE, END STILE & RAIL. ENDTIPI L FOR EACH 1,25" 20 CAGE END STILES T GE 20 GAGE END CAP 3" e I^ 2. 75" --I • t o DETAIL A DETAIL C O j 3" 20GA WIDE STRUT 16 X 7)) 3" 18GA WIDE STRUT (16 X 8) O ORAILS L. H. NOTE: DOOR MUST BE INSTALLED DETAIL 'gym EOCT AN ELECTRIC OPERATOR ! 1 / % 7 OR A LOCK MUST ENGAGE BOTH I / / TRACKS ONOORSWITHEXTENSIONSPRINGS). GOESNOT SATISFY IMPACT =X8 DOES NINFBCI1 - 1 El 12/15/ 11 RLB 2866 3/ 10/06 RLB 2848 11/ i/07 RLB E.C. N. DATE: APPROV. LUTTLE •ROCK; AR' wEMSOR DOOR72219-8915 501) 562= 1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR TOLERANCE W1Bf'RAC. 31/6a' NEXT LEVEL GATE: DEC. > .015DWG. NO. ANG. t1' 1 i 1 07 99-B-079 SCALE PLOTSCALEDRN. Bl' 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK SOL OPENINGHEIGHT NOT OVER D OR HEIGHT) kN DETAIL E 4 BRACKETS EACH SIDE 3/4" X 1-1/2" ( 3) 1/4• CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1/4' X 3/4' SHEET METAL EXTRA WE GALV. STEEL TOP BRACKET 10 GAGE ROLLER HOLDER. THAT ROLLER HOLDER IS TURNED DOWN. DETAIL D. OPTIONAL SSB GLASS LIGHTS SCREWS 1/4• X 3/4^ HEX HEAD SELF STRUT JUST BELOW TOP BRACKET. 2" GALV. STEEL HORIZONTAL OPoWNG SCREW TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF DETAIL D a 2" HURRICANE ROLLER WITH . B 7/16" DUI. LONG STEM. NTHEDOOR. 1.25" —I TIRE: STEEL 10 BALL rr---71 IFF ____1I 63" (118 X 7) SEE DETAIL "E" 74" 8 X 8 42(18X7) 50" (18 X B) 21"(18X7) 24" 18 X 8 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERT 9" 6-0 TYPE NAIL MIN. — _ I SECTION 8-13 \ 13 GAGE GALV. STEEL WINOLOAD TRACK BRACKETS. SEE AI FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X i- LAG SCREWS 6, WASHERS. PREPARATION OF JAMBS BY On SEE DETAIL 'E". P.5.F. TABLE DOOR SIZE I DESIGN PRESSURE ITEST PRESSURE WIDTH HEIGHT POSITIVE NECAVVE POSITIVE NEGATIVE 18'-0" 7'-0" 18.7 20.8 28.1 31 .2 18'-0" 8'-0" 18.7 20.8 28.1 31 .2 2 OPTIONAL LOCK A 3" STRUT ON UPPER PART OF 18'(DOUBLE CAR) — SECTION OVER HINGELEAF. (SEE DETAIL E I— 2.75" —I GALV. STEEL (14 GAGE) COMMERCIAL END HINGE A17ACHEDDETAILAaWIH6FASTENERS. 3' 18GA WIDE STRUT SEE DETAIL B 4(q') X 16" AIR( VENTSUPPEROF20SO. SECTION OVER INCHR MIN. TOTAL OPEN LEAF. (SEE DETAIL B3 AREA). OPTIONAL 1/2" POLYSTYRENE INSULATION STANDARD FOR STRUT ON LOWER PART OFSSEECFIONABOVEHINGE USE TWO EXTRA SELF DRILLING MODEL 735. LEAGALVANIZED SCREWS THROUGH HINGE LEAF, STEEL END STILE h RAIL AS SHOWN. STRUT ATTACHED TYPIt CAL EACH ENO HINGE. 2" WITH 1/4" X,3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE), 0 21" OR 24" 1-3/8" POLYSTYRENE INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, CONSTRUCTION STRUTS 7' OR 8' B OPTIONAL LONG PANEL EMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 .GAGE END CAP e" e GALV. AND 750, 755, 426. O NOTE: DOOR MUST BE INSTALLED PREPAINTED STEEL RAILS WITH EITHER AN ELECTRIC OPERATOR25GAGEALL --STRUT IN MIDDLE OF OR A LOCK (MUST ENGAGE BOTHMODELSEXCEPTBOTTOMSECTION. TRACKS ON DOORS WITH EXTENSION24GAGEMODEL `p SPRINGS). 750, 755. 13 GAGE GALV. STEEL BOTTOM BRACKETIL1 \ 7 1 ATTACHED WITH 3 FASTENERS.DETAIL 8 SCREW CnABOTTOMSCREWCANBEABOVEL.H: OR BELOW ROLLER. SECTION A —A NOTE: GLAZING DOES NOT SATISFY IMPACT 20 GAGE GALV. STEEL CENTER STILE DEBRIS REQUIREMENTS IN FBC I Q 1 Q 1 TOG-L-LOC OR POP RIVETED TO PANEL. I t ( 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FL 15080 FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4 20 X 5/8" HEX BOLTS h NUTS OR 1/4 X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES 17-PE DtiJV6-F-zzu.f LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DSMA 108-05. FL-PE-51737 972 492-9500 DETERMINATION OF SUITA131UTY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professbnal Engineer's seal p'rovided only for erificotion ofndloodconstructiondeloils. P.O. BOX 8915 LITTLE RICK A/OR D"n 72219 815 All W (501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR V/1 g12/15/11 RLB TOLERANCE FRAC.ti/64" DEC. t .015 G. J: 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. 99-B-079284811/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE SHT 3 OF 3 2" GALV. STEEL HORIZONTAL RACK. i6 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 1/4" X 3/4" HEX HEAD SELF 1/4" X 1/2' LONG CARRIAGE BOLT & NUT DRILLING SCREW 3/4" X 1-1/2° % 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD SHEEY26 E1Ii 4"SCREWS. JAMBS WITH 5/16- X 1-1/2" LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. 18GA. (9 X 7). 16GA. (9 X 8). OPENING HEIGHT III 63- (9 X 8) NOT OVER DOOR HEIGHT) 2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42" (9 X 7) 1/2" POLYSTYRENE 37" (9 X 8) 3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 X e) FOR MODEL 735 5' 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP 21 " OR 74" OVER END STILES ON 9 X 8. SEE DETAIL C. ' ..,., , HIGH PANEL 1 STOP MOULDING NAILED EVERY 12' )));.'.;, GALV. AND PREPAINTED STEEL6-D TYPE NAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE 750. 755MODEL 2 T LAG SCREW - 5/16" X 1-1/2` SECTION B-B 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 1OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 CAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A —PFORSPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE I OESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE 1POSInVE NEGATIVE 9'-0" 7•-0" 22.9 26.4 34.4 39.6 9'-0" 8'-0" 19.2 22.2 28.8 33.3 NOTE: ALL4"N20 XE5/8" HEX BOLSSCRIPTIVENERS & NUTS OSHOWR TO BE 1/4- X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton TX 75007 TX_ PE 517.37 F-2203 DOORS SHOWN ON THIS DRAWING HAVE BDEMONSTRATED TO WITHSTAND THE PRESSURES 51EEN FL - LISTEDINTHETABLEABOVEVIATESTINGTOANSI/DASMA 108-05. 972PE 492-9-9500Professional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. only for verification providedndloadconstructiondetail,. 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSB WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL; D) 2" ROLLER WITH 7/16" DIA. STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM. TIRE: 7 BALL STEEL. (9 X B). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MVST ENGAGE BOTH 3 STRUTS TRACKSONOORSWITHEXTENSIONSPRINGS). 3" 20GA SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5FASTENERS. 14 GAGE. (SEE DETAIL C), GALVANIZED STEEL STRUT. ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREWS. 2 PER VERTICAL STILE) THIS STRUT ON HINGE LEAF. ( SEE DETAIL C2 OTHERSTRUTSINMIDDLEOF TOP & BOTTOM SECTIONS. 1- 3/8" POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750, 755, 426. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. v A U51NGN(2 STRUTS OPTIONAL LONG PANEL EMBOSSES a07' R 8' 9' SINGLE CAR) CENTER STILES AND HINGE i' AIR VENTS 1 COLUMN 0. ( 60 SQ. N. TOTAL OPEN OPTIONAL. I r 1.25" I 3" TiTUSE ONE EXTRA SELF DRILLING SCREW THROUGH 2. 75" TOP LEAF OF HINGE, END STILE &RAIL. DETAIL A 20 GAGE END ST LES 3" 20GA WIDE STRUT s" O c' O` O O• ` d 20 GAGE O I ENDCAP USED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FBC FL 15080 g X 8 P. O. BOX 8915 LITTLE ROCK ttt' 1) I!//////J ® n ®R 72219 8915, AR 501) 562-1872 MODELS: 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE I oEAc.tt/065' G. t I 2866 3/10/013 RLB NEXT LEVEL I PLOT SCALE I DATE: 11 1 07 DRN. BY BH DWG. NO. 99— B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1 /2" LAG SCREWS 3/4' X 1-1/2" % 13 GAGE MIN. 1/4" X 1/2' LONG CARRIAGE BOLT x NUTGALV. STEEL HORIZONTAL ANGLE. USE EXTRA 1/4' X 3/4' HEX HEAD SELF DRILLING SCREW USESHEEi2LElAL"SCRWS.. 2" GALV. STEEL HORIZONTAL 2" GALV. STEEL TRACK 16 GAGE OR 13 GAGE VERTICAL TRACK BASED ON THE WEIGHT OF THE DOOR. 16GA BOLTED TO H4 TRACK BRACKETS DETAIL DWITH1/4'-20 X 5/8" TRACK BOLTS. 63" (15 X 7) 74"(16X 8) _ OPENINGHEIGHT N4 NOTDDOR OVERHEIGHT) 42" (16 X 7) 50" (16 X 8) 3 21" (16 X 7) 1/2" POLYSTYRENE 4 BRACKETS EACH SIDE 24" (16 X 8) ISTANARDN FOR MODEL 735. 20 GAGE END STILES — FASTENED WITH TOG—L—LDCS TO PANEL. USE END CAP OVER ENO STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9' 6-0 TYPE NAIL MIN. SECTION 9-13 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0" 18.7 20.8 28.1 31 .2 16'-0" 8'-0" 18. 20.8 28.1 31 .2 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 3" 20GA WIDE (16 XGAGEROLLERHOLDER3" 18GA WIDE (16 XSEEDETAILD. (SEE DETAIL A). 2' ROLLER WITH 7/16" DIP. STEM. TIRE: STjEL B 16 X 7 7 BALL SHORT STEM jjjfJ 16 X 8 10 BALL LONG STEM OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1 /4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) STRUT ON UPPER PART OF SECTION OVER HING LEAF. (SEE DETAIL B . 1-3/8- POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL PANEL GALV. AND FOR MOD. 724, 730. 750. 755, 426. PREPAINTED STEEL 25 GAGE ALL j?j STRUT ON BOTTOM BRACKETMODELSEXCEPT 24 GAGE MODEL 750. 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2" SCREW SCAN BEABOVE SECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG—L—LOC OR POP RIVETED TO PANEL. NOTE: 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO OE 1/4"-20 X 5/8" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IX —PE 56JDa—F-22UJ LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL—PE-92-99725173 500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBIUTY OF OTHERS. Profess1-1 En91ne11'1 seal wovided only fa verificationdlaodconstructiondetails. A OPTIONAL SSB GLASS LIGHTS USINGN(2) STRUTS VCTION I 7' B 16'(DOUBLE CAR) 4")) X 16" AIR(( VENTS WOPTIONALHHMIIN. TC ALOPOEN LONG PANEL AREA), OPTIONAL. XIENTIRSTILES (5 COLUMNS) EMBOSSES CENTER HINGES (3 COLUMNS) USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, ENO STILE d: RAIL. TYPICAL FOR EACH 1.25" ^ 1 1— 2.75" -1. DETAIL A Y 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT (16 X 8) 20 GAGE END STILES 20 GAGE END CAP 0e L.H. NOTE: DOOR MUST BE INSTALLED 7 WITH EITHER AN ELECTRIC OPERATOR OR A LOCK ENGAGE BOTH 1 6 X 7DETAILBMUST TRACKS ON DOORS WITH EXTENSION SPRINGS). DOES NOT SATISFY IMPACT REQUIREMENTS IN FBC 1 ) FL 15080 X C8J P.O. BOX 8915 WW 015OR DOOR 72219 8915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B12/15/11 RLB TOLERANCE FRAC.31/64' DEC. t .015 ANG. t r 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY 6H DWG. NO. 99—B-07928481°1/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE SHT 2 OF 3 J Florida Building Code Online Page 1 of 4 FL17676.9 man ay, pa rTiQfi& BCIS Home ( Log In } User Registration Hot Topics a Submit Surcharge i Stats & Facts Publications FBC Staff BCIS Site Map i Links I Search { at: Businesx! _--PrDduct ApprovalProfessional USER:PublicUser Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail 7111 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 1 Validation Checklist - Hardcopy Received 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 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 Fl rida Building Code Online Page 2 of 4 FL # Model, Number or Name 17676.1 3540 SH 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. Description 36x74,Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.pdf 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.pdf 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.pdf 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.odf 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 IndependentThird 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.odf 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 44x72.1)df 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.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 13540 SH 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. 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.pdf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.vdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: s://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgvFGYZsjrZFR6fG 1... 5/26/2016. 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.pdfASTME1300-04. 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.pdf 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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.pdf 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.pdf 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 FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 117676.10 13540 SH 14402 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: LC-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 44x72 odf Quality Assurance Contract Expiration Date 08/28/2017 - Installation Instructions 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 511849B 1247.pdf 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.pdf 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 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.1)df Created by Independent Third Party: Yes 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 52x62 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.1)df Created by Independent Third Party: Yes 17676.13 3540 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 2270.0f Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.0df 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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.0df Created by Independent Third Parry: 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.odfImpactResistant: 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 108x74.0df 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 108x74.0df Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: E Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional 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 usedfor official communication with the licensee. Howeveremail addresses are public record. Ifyou 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: W RA ER E Cre-d"AM https://floridabuilding.org/pr/pr_app_dtl.aspx?paramwGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 f Veliidator / 0matims Aarriintstrator) MI Windows & Doors, L.LC P.O. Box 370 Gratz, PA 1.7030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PRt3GRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The Prvdu0t.detx1bW br'fouv is t>srstiy aRpravett lorftsting bi; a zaext issue 6f the AAMA Coed Piiaducfs Directory The approval Is based, on suctessful t,mpleU n of tests, andthe reporting to the Adrrdrilstrator. oldie resoitsmftests, acxoDmanied.by:related dravAngs, by an AAMA Aixredited+Laborratory. 1. The listing below villl be -added tothe next published AAMA Certified Products Directory. SPECI' ICATIC?N AAMAf WRMAiiCSA 1Q1kS.?1A440-08 LC- PG40"-9i4x2l34 (3t'yi U)-H Negative [ lot* Pressure = -50 psf REC . RD OF PR0t7UCT TESTED SERIES MODEL'& PRODUCT COMPANYANDCODECPDNO. DESCRIPTIQN MMUMUM UZE TESTED MI ttVilldoW 8 Doors, i;LC 3540 Sl (FINLESS) FRAME SASH Csrde, ( V I L 715.7 (PVC)(4!X)(IG)(INS GL) 914 MM x 2134 mm 967 mrta.x 892:nuury R, ElXFXT1LT)(A8TM) (300" x r0") 2. 7bistertiftation.vAll expire.July 27,.2020 (extended from July27r 2015 perAAMA 103.44a) and m4*es validation until.then by continued listing.in the .current AAMA Certified Products Directory. 3. Product Tested. and -Reported by, Architectural Testing, Inc. Report No,:. 131910:01 109-47 Date of Report: August 15, 2011 Validated for Certification 4add Laboratories, Inc. Dater April 16, 2015 Authorized for Certification Cc: AAMA ffArchitectural JGSACP- 04 (Rev. 1111) Arced Manufacturers Association 36" MAX. FRAME W0111 1............................................................................................................(... 4" MAX. ANCHORS TO BE EQUALL'' SPACED, SEE ANCHOR CHART HfI:l 1 1:: OR t.JNI[' SIZE AND ANCHOR 4t.)ANTITY 064" MAX. FRAME: IIEIGIIT 4" MAX-..... ...... .. .. .... . ........ ............. .......... SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN . . I . . .. PRESSURE . . . . . . .. .. RATING . .. I . .. I .. .. ... ... 40. 01-50.OPSF NONE Number of anchors rrequlred at each lamb Height in) l Panel width (in ) 24. o 30.0 36.o 24. 0 2 2 2 3010 2 2 2 3 3 3 41. 0 3 3 3 48. 0 3 3 3 54. 0 3 3. 4 F38.0 66. 0 4 4 4 66. 04 4 4 72. 0 4 4 5 4 4 5 8" 0 4 TABLE OF CONIF.Nrs SHEET NO. DESCRIPTION ELEVATIONS, ANCHORING LAYOUT; AND NC 2 INSTALI.ATION DFJAI[.S DE' XR107r,01`41 DATE I <MRO..,Ei) NOT ES: 1 ) THE PRODUCT SHOWN HE IS DE:S!GNED AND MANUFAC.T-URED I"') COMPLY REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONRY' OPENING 10 HE DESIGNED AND ANCHORE.1) To Plf*,. lOPERLYTF,ANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIRILII'f OF IHE' ARCHIIEC1 OF; ENGINEER OF R ER I.). 3) lY BUCK OVER MASONP.Y/QOIlICPETE IS OP11ONAL. WHERE 1X FUCK IS NOT USED DISSIMILAR MATERIALS musT BE SEPARATED WITH APPROVED Co/oINC. OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITE(,-, OR ENGINEER OF RECOPI). 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIC31,1 0 THE' PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd= 1.6 WAS USED FOP, WOOD ANCHOR CALCULATIONS. 5) FRAME NIATERIAL: EXTRUDED ,RIGIO PVC. 6) SASH UNITS MUST BE REINFORCED, WITH GVL-451-0120 STEEL REINFORCEMENT. NAIEFTING, RMLS MUST BE REINFORCED, WITH RF-. 104S-021,I) STEFI. P.EiNFORCEMI7,14T, 7) UNITS MUST HE GLAZED PER ASIM E11500 021. 8) APPROVED IMPACT PROTECTIVI,. SYSTEM a_uLuil3u. FOR T!jls PF,-,[)UCI IN viIND, BORNE DEBRIS REGIONS. SHIM AS REQUIRED Al' EACH INSTALLATION ANCHOR WITH LOAD BEAR NG SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIM sTACK. TO BE 1/4". 10) FOR ANCHORING INTO MASONRY/CONCRETE. USE: 3/16" TAI:-QNS V,11THSUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM LMBEDMEN.r INTO SUBSTRWill WITH 2 5/ 8 . ' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN F.I.EVATIONS AND INSTALLATION. DETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD -SCREW WITH SUFFICIENT LENGTH TO AGH!E',Jj:: A I 3/1(i" MINNii.A, EMBEDMENT 1NI. 0SUii. 4STRAIE. LOCATE ANCHORS AS IN ELEVAl'ONS AND iN.sTALLATION DETAILS. 12) AJA. FASTENERS '10 BE., CORROSION RESISIANI. 13) INSIAL.I.APOIN ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALI.AT IIONINSTRUCTIONS, AND ANCHORS, SHAL.I.. NOT BE: t) SED 114 9J8STRATtFS WITH S',RENGTH',z.; LF5S THAN THE, MINIVOM STR.Ellf,TH SPECIFIED BELOW: A. woon - MINIMUM !,PFCIFIC GRAVITY OF G=OA2 MINIMUM COMPRESSIVE SFRENGtH al: 3,192 PSI. MkIjONPY, • STRENGTH C014FORMANCIE 'TO A13:17M C-90, GRADE N, -iippl_ I ("'R GREATER), SIGNED: 1012M2011 MI WINDOWS AND DOORS WEST MARKET STREET 6,5bA GRANT, RA 170" 1300370 P. - t 0 6iAf N %, .\C, 061 04 = ck:- AQ_AdroIF• ZZ t MIDI. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X,, 84 ELEVATION, ANCHORING LAYOUT AND NOTES DRAWN: V. L. 08-6E179 I 5"t 0ATE OF 3, NTS//Id A.SCRIPTION 2)e 91.1(,',K/A,)(,`D FRAMiNt' BY O-H2FRS, 2X PL..'CK I i) BE Slri"IURI.11.) RCVISIDNi FLANGE TO DE 3/116" I'M 1/4" MAX. APPROVED SEAl ANT ry HEA,' 10 BE Sf.1 BED F APPROVED #8 W0'00 SCFEW INTERIOR B: .:K FRAWNG KGYOTHE:P.S. 2.X, BUC TO Jj BE PROPERLY SECURI-DEXTERIORiINTERIOR .. ----.. it Ijt-- 11psJ. E.X.TE,R..I,O.R. ... ....... ICZIZ TO BE SE7: IN PED OFF Er IN A.FPROVE"D SEALANIT HORIZONTAL CROSS SECTION D OF APPFL.0 VED 2X BUCKIWOOD FRAMING INSTALLATION ADHESIVE 10 BE SET S'EALAN! . . . ...... . .. .... NOTE: INTERIOR AND EXTERIOR TIMSHFS, By OTHERS, NOT SI-10A"N FOfll CLARiTy. MI WINDOWS AND DOORS BY 01, H;.. P","' VERTICAL CROSS-SECTION 650 WEST. MARKET STREET . ..... 2,( " :0 GRANTZ, PA 17030-0370 FSF F; -,. 3F !.. 2 mA GI i L TION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 (yn INSTALLTAT INSTALLATIONDETAILS0 FQJ OR10'* 08- 01372 V.L. I 1., 11 70NAC a F—r NTS 11"'E 10/17/11 Isnp,2 OF 3 t:: e^.RY'; :,oracRETF' - BY OTHERS PT:ONAI.. iX 3U11< BY OT IERS, !k 3UC:K 'TO BE Pls 'E:.RLY "SECIiRIH). SE.E NON7 3 SHE"'r I i LAiNGE TO LIE clE i iEJ BED OF APPROVED SEALANT EXTEROO1 FLANGE 'TO LIE . APPROVED :iCid_i..NT OPTIONAL ': X DUCK By 30', UCK 10 HE PROPERLY SECURED. SEE NOTE 3 SHEET 1 VERTICAL CROSS SECTION MASONRY%CONCRETE INSTALLATION 1 1/4" Mimi. 3E 5E'i EM3ED14EllI 3 OF APPROVED 1CT* N SEAL.ANT' >hASt)PiI YJC:i)Nl.:i2F.ii'f,S _. BY OTHERS li e i IR i ;1.1011111111 2 5/8" MINI 1> DGE, DIST. J__..._.__-.._ L _ SILL. 10 BE'. SET iTv BED :) F APPROVED 01' J=T'R11;::T'I0N ADHE.SIVE. MAX. SHIM RF. h'4a.)" m1scroPt! ON 1 /, V, mAX SI- IiAa I 1 x"' rr i :,'s! _ INTERIOR OPTIONAL IX DUCK By --- EXTERIOR 11„ Tt, IX 3LJ,,.K, TO 3E PROPERLY SECVRED. SEE —. FLANGE 'TO BE 1407E 3 SHEET 7 SET IN BE0 OF AP" ROVEi.DSEALANT HORIZONTAL CROSS SECTION MASONRY/ CONCRETE INSTALLATION Mrr: I APPRiM..') MASONRY'/ CONCRE!E NOTE:.: INTERIOR AND EXTERIOR FINISHE'.., HY O'I'F':I'.R,, Wi Ul'HERS NOT SHOWN FOR CLARITY. M6s01wnOWMARL< ETS ANDIILI05DOORSESTGRANTZ, PA 17030-0370 J\SiR 1 y•CEMS; Sim SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 W 1k• 0 51 *= INSTALLATION DETAILS y Ts°` uwh, rr;:0RIOP 08 013720E V.L, issjpNAL1V \- NTScrr. 10/17/11 3 r L. Roberto Lomas P.E. 1432 Wdodford Rd. Lewisville, NC 27023 336-945 9b95 rlloum@Womaspe.com Manufacturer MI Windows and Doors 650 West Market Street Grautz, PA 17030-0370 Engineering. Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compuance: The above .raentioned product has been evaluated for compliance with the requirementsof the Florida Department of CommunityAffairsforStatewideAcceptanceper, Rule 9N-3. The product listed'herein complies with requirementa of the Florida Building Code. S1tPPO: th7'qTecinfcaf Docttt7rW036cln i. Approvaldocument: drawing number 08, 1372, tided Series 3540 Finless PVC Single Hung Window- Non - Impact, signed and .sealed.by Luis Roberto Lomas p:E. 2, Test report No.: 13191041-109.47, signed anal seated by Michael D. Stre . mel, P.E. Architectural `'esiing, . Inc. York, PA AA ANvb IAIGSA101113.21A440-05 Design pressure: + 40.101.50-Ul sf Water penetration resistance 6.06psf 3, Anrhor' calculations, report number511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Lin nations and Conditions of use: Ma dmurn designpressure; +40.01- 50.0 psf Maximurn units' rze: 36" x 84" Units must be glazed per ASTM E 130070rt. Frame and sash material: Extruded F2igid PVC. Sash stile and rails and fixed meeting rail reinforcement: Rall forme3d steel. Thls product is not rated to be used in the HVHZ. This productisnot'impsct resistant andrequires Impact Protection In iiAnd borne debris regions. installatfon: units must be installed in. accordance with approval document, 08-01372- l e Wrication oflndeponidance: Please note that I don't have nor will acquirea financial interest in any company manufacturing. or diWbuting the product(s) for which this report is being issued Also.. i don't have nor will acquire a financial interestinanyotherentityinvolv6d' in the approval process of ttte3 listedpriodtidi s). 1 of 1 owl I I ! ///," ti 5 R • I Q / r f' TATE OF 1 V 70NA L0\ II1 LuisR. Lomas, P.E. FL No.: 62514 11107/2011 r Florida Building Code Online Page 1 of 4 FL17676.16 BCIS Home Log In s User Registration. Hot Topics Submit Surcharge i Stats & Facts Publications FBC Staff BCIS Site Map ; Links Search j Busines yproduct ApprovalProfesslalUSER: Public User Regulation i ii Product Approval Menu > Product or ApplicationSearch > Application List > Application Detail1lfaR'1111111. l.l 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 2 Validation Checklist - Hardcopy Received 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 Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 httvs:Hfloridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL# Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame . Limits of Use Certification Agency' Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality' Assurance'Contract Expiration- Date 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 36 x74 Fin.odf ASTM E1300-04. 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.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. 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.r)df 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 a_lazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66_odf 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.pdf 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 C-reated-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.odf 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.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.6 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30. Units must be glazed in accordance with FL17676 R2 II Install - 3540 ,l l Fin 44x04.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/car/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.i)df 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.i)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118S4B 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 FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf 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 F1,17676 R2 C CAC APC 3540 FLS 44x72.odf 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 13540 SH 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 48x96 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 48x96 odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01371611.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports F117676 R2 AE 5119888 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 iFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf 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 fl-17676 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 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in-HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf 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 Fis 52x84.Ddf 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 foruse-outsideHVHZ: Yes Rev. odf. - Impact.Resistant:-No.. Design Pressure: +35/-35 Other: R-PG35. Units.must.be glazed in accordance with Quality Assurance Contract Expiration Date 07/ 20/2016 ASTM E1300=04. installation instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested). ndf Verified By: American Architectural Manufacturer -- Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676. 16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Approved for use in HVHZ: No Certification Agency Certificate FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Quality Assurance, Contract Expiration Date 04/ 12/2017 Approved for use outside HVHZ: Yes Impact Resistant: No 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 odf Verified By: American Architectural Manufacturers ASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, emall 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 Section455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if theyhaveoneTheemailsprovidedmaybeusedforofficialcommunicationwiththelicensee. However email addresses are public record. If youdo not wish to supply a personal address, please provide the Department with an email address which can be made avallable to the public To determine if you are a licensee under Chapter455, F.S., please dickhere . Product ApprovalAccepts: Credit Card LSA_ FE https:// floridabuilding.org/pr/car app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 fie •, L • `y N ic Or / QDe So ts•Adsitin stiatcf} MI WjndcwS a Doors, Inc. P.O. Box 370 Gratz, PA 17030.0370 Attn: Rick Sawdey AAMA CERTIPICATION PROGRAM At: THORItA 1014 FOR. PRODUCT t ER7'IRCA'I`IdN ed.belbw tbit mW spp". d for ftfi ig bible next issue &the AAMA.CedMed Pibdud s 0-mdory Tile approval Is based on sum Pin j?ftests,; and the reporting to the Adminislator of the rosuC#s offermi a orx#paf ied by related drw*91s. y an s ited Laboratory 1 The listing below win tie added to the nett pubilshed.AAMA. Cerhiietf Products Dlrer ory_ SPEC(FfCATlON. AA, MAry DWlj (C,GA.1Q%. S-2JAA40-" -RECORD OF PRODUCT TESTE10 LC+G3't" 273'I*1"7- (1013x Q Negative Design fame --50.psf SERIES MODEL$ PRODUCT` MAXIMUMCaMPAWANDCPDECPONO. DE^.SCRlE fiON " 5#ZEiE57ED Mt WYgdows & Doers, Inc. Ogle: MTL 3S4p TRIPLE SH I0817 (PVC}{OhC.+DISt.UI),1) tWs GLXRMF)MT)(ASTM) FRAME Z731 MM X' WMM SASH 860 mrq x t tnm frin" x 2 i its t Sertificatiart All exphe Apri1:12, 2017. and requires validation unit. #hen bycontinued fisting in the current AAMA Ceitifieo. Products'Diredory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-47 Date of Report: May 7, 2013 Validated for Certification Jar! 44tLai6oratories, Inc. Date: May % 2093 Authorized for Certification CC: AMNIA JGS ACP-04 (Rev.1111) Arnerican Architectural Manufacturers Association ELEVATION 12' O.C'" 2" typ 2" typ TT" 2' o. Max. / th I-WCLEARANCE — I— N I I Y IALLFOURSIDES){ x StrHING Min 'Edge Distance. JAMB DETAIL NAIL Fl 15 A CENERJC TFeRM WHICH. HEAD DETAIL FtASI• BY OTH Anchor See"'Seatioi tau) xt,dnr i Min!. Edge " SIZE HEADER AS NEEDED., Cswlk under ,ENTIRE perhnater:of Nalling fln before fostening: IM AS WIRED DRYWALL SHEATHING) MUST ACHIEVE 1-1/4' PENETkATiOH iNTO:STUD. , SILL DETAIL Notes! 1. Installation depicted` bused off of structural test report I C7327.01-109-47, 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wgod buck installations are assumed 2x 5-P-F .(Gs0..42) or denser.. Buck width shall be greater than the window frame. width. Tapered or partial Width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4: Wood screw lengths shall: be sufficient to guarantee 1-1/4" penetration into wood buck, 5. Maximum shim thickness df 1/4" permitted at 4achi fostense location. Shims shall be load bearing, non - compressible type: 6. These drawings depict the - details. necessary to melt structural load requirements. They do riot address the air infiltration, water penetration, intrusion or thermal performance requirements of the. installation. 7, instoiiation shown is that of the test window for the size shown and the design pressure Maimed. For window sizes smolldr than shown,. locate fasteners approx..2" from.corners and no more than 12' on center, Design pressures of smailpr window sizes are limited to that, of the test window. SIZE AND Di SAX PRESSURE. CHART FASMIER TYPE, AND :SPACING SHOWN' WILL ALLOW DE%Ni PRESSURES UP TO +35/-50 UNffS UP TO 108" x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT aZE:AND APPLICABLE DESIGN PRESSURE LIMITATIONS) INStA(' T10N INSfRUCTiQN5 V,M.R. do Ft 'iEN SCHEDULE — FIN — WAD 3-540 ;;Single Hung NONE daws &-Dbbr` Gratz, PA' Contiriuotis Head and S..iil PIN 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 SECURELYFASTENEDTOMASONRY, 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 APPROVEDCOATINGORMEMBRANE. 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 TO 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 FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1 /4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. 1 DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS I REV I DESCRIPTION I ' DATE I APPROVED ' 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. 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=0.4217. 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. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 350OSDUTES, 3500SP, 3540PX, 3540T, 3540SDLITES, 354OSP, 325OPZ, 3250T, 3250SDLITES, 3250SP. 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HP5P, 358OWP, 3580T, 358OSDLITES, 358OSP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-354OPW, S-3540T, S-3540SDLITES, S-354OSP, M-3500PW, W-3500PW, W-3500T, W-3540PW. W-3540T, W-3540SDILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. 7_2jo".' Ttxtx, (D.L45's L' SIGNED: 0211712016 MI WINDOWS AND DOORS A111111iilliii 650 WEST MARKET STREET GRATZ, PA 17030-0370 v.'\CBNSF',J' `f 0 61SERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT p LfltiJ= NOTES r o • TAT OF eu O. FS;:c<ORIOP N DRAWN: DWG NO. REV SCALEDOTE 08 02859 A; I? NTS 02/04/16 1 OF 3 2" A Ff HE 90- MAX. 1-RAME WIDTH MAX — 10 MAX O.C. —'{ 2" MAX 2" MAX 10" MAX0° O.C. AX. GH T I SEE FOf OFOF SERIES 3500 FIXED WINDOW 2" MAX J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE Frame Height 36.00 1 42.00 1 48.00 1 54.00 REVISIONS DESCRIPTION DATE I APPROVED CHART #1 NUMBER ANCHORS 96.00 I (_ T 3 SIGNED:02/17/20i6 S Jamb 3 MI WINDOWS !AND DOORS 650 WEST MAkET STREET GRATZ, PA, 17030-0370 1t11111111 J\5 R. LO i v••GENS r,s Tlt•/ 0y j 61 uuy(,(j w- SSiiAT OF s ' Z0 RI'D 5 5 I 1 6 SERIES 3500 FIXED WINDOW NON -IMPACT96" X ELEVATIONELEVATION DRAWN: OWG NO. 08 REV SOME DATE SOEET859NTS02/04/16 2 OF 3 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE INTERIOR EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE r WOOD FRAMING - BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS DESCRIPTION GATE APPROVED JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWNFOR CLARITY. WOOD 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112l y Z 7FRAMING BY OTHERS jL,t1 I v b SIGNED: 0211712016 MI WINDOWS DOORS STREET GiI1IoJRssENSGRATZ, ` PA 1030-0370 v,•S SERIES 3500 FIXED WINDOW it•// Oj 6j26//1 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS y STATEE OF et, DWG N0. REV F' ORLOP• \\ GDRAWN: N.G. 08-02859 SCALE NTS DATE 02/04/16 15HLLI3 OF 3 Y Florida Building Code Online Page I of 3 18504.2 VZ" s iltesy, rofe;iosalt Reguta on 08PR HQtEL'iT D$OR OIBf414N9 .,CQMAC4LBORI BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search ProductUSER: dbLON Public User Product Appmyal Menu Product or ADDlication Search Application List I Application Detail 4OFFtCGOt THEE Application Code Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions 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 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 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.pdf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqs9%2P/o2ftCOhpJQqi... 9/6/2016 1uT 3/fql" COMBINLLI WIDTH W'1 --II-- W2. I FRAME HEGIiT WINDOW WINDOW MULLION SPHN) / 107 COMBINED WIOI'II W1 _ W2 FRAM.E I 'wrNOOw HEIGHT WINDOW MULLION SPAN) } i 107 3/8" COMSINF..15 W(D H VII W2 I WINDOW FRAMs' HEIGiT WINDOI y W adULii{:N i SPAN) if i 107 318" COMBINED 'PADTH Design pressure rating (pso Unfts anchored Into wood frarnIng Mullion span (in) Tributary 1&13 2&50 WidthOn) 36.00 4200. 4S.00 5213 25.00 130.0 13OZ 130,0 130.0- 130.0 130.0 37.38 130.0 130.0 127.2 127.0: 127.0 127.0 44,63 120.7 94:3 77.9 73 8 72.i 72.0 62.00 92.4. 70.6 56;0 57.5 48.6 47.4. 65,63 - ` 66;51 6&8. 51.7 47.3 44.4 43.0 72.00 T7,8 58.7 45.6 4L4 38:5 37,0. 84,00 62:1 46:0 33.1 29,1 26:3 249 107 3 8" COtdBiN.ED WIDTH N1 - j I-- W2 ail, FRAME WINDOW 1NDOW HEIGHT i------ ..._._............. MPA. AN) 107 3/8" COMBINED WIDTH WI W2 - ..... ...... _- l A Y' WINDOW I FRAME hIEIGHi WINDOW j NJ, MULLION PAN) I wI ! W2 107 .3/8.. COMBINED 'WIDTH REVISIONS I REV I DESCRIPTION I DATE I APPROVEIAREVISEDINSTALLATIONDETAILS08/07/15 1 R.L. 107 3/8" COMBINED WIDTH WI .....-I _..................... W2 .... .._............. WINDOW - Ly / WINDOW I B3 FRAME HEIGHT MULLION SPAN) 1 W 1 W2 - 107 3/8" COMBINED 'WIDTH. APPROVED CONFIGURATIONS MULTIPLE UNITS MAY8EMULL ED TOGETHER AS LONG AS COMBINED W16THDOESNOTEXCEED 107 318" AS SHOWNHEREIN. Designpressure,raNng fps Units anchored Into masonry/concrmta Mu111ori span (in). Trltwtary widt ti 18:13 2,2 So $6:00 42.00 tnj 48.06 SZ13 25.00 130.0 130.0 130:0 130,0 130,0 130.0 27.38 130.0 130.0 130.0 130:0 130..0 130.0 49.63 130.0 130:0 130:0 130.0 130:0 130.0 62.00 130.0 115.4 87.8 79.3 73.9 71.5 6&63 130.0 90.0 729. , 65.5 60:5 58.2 72.00 99.3 72,4 54.0 48.1- 44,0 42,0 84:00 621 45.0 33.1 29.1: 26.3 24,9 LARGE AND SMALL U18SILF. IMPACT LEVEL D, WIND ZONE DIMENSIONS 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 ORAIVN'. DWG NO. Y.L. 08-01445 SCALE NTS I DATE 01 /11 /12 ISHEET2 OF 3 SIGNED: 08107,'2015 IR I IL OI GENSF.B' OS *' r STATE 0 REVF`' 1OR10':• A SS ONAII G`. L. Roberto Loinas P.E 233 W Main St Danville, VA 24541 434-688-0609 rllomas@Irlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: Iv1-1926 - 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-Bome 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 ofIndependence: 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, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 AN.., S R L r'7a TAT Of ; <c, ss 4. ONAL\ Luis R. Lomas, P.E_ FL No.: 62514 08/07/2015 Florida Building Code Online C: Page 1 of 2 Business frofe*Wnal r i KM Home tog In I User Registration I HotTopics Submit Surcharge Scats & Facts i Publications FBC Staff Bcls Site Map Links Search RR rr(ffl*&tg*M Product ApprovalPafes USER: Public User RQguiatio6 Vreeuci,lo avat Men„ Z. - BkA^ Lsst > APPnutloii, O'elali. IY+ 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 nckw@rwbidgconsultants. com 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 hi, 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 I. King, P.E. I; Validation Checklist - Hardcopy Received arrtFi o fIrideuendence.odfCertificateofIndependenceBJ2019,RS 01 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 bttps://www.floridabuilding.org/pr/pr app_dtl.aspx?param=w('EVXQwtDquJEQf8P6a6FJ... 7/20/2015 ACTM AMERICAN CONSTRUCTION METALS 5140 West CltBan 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 2" x 2" batten strips. S. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 TA8lEOFCONTENTS_ ,. SNEEIII DESCRIPTION T Icai elevdtions &general notes 2 Ponel details 3 Soffit details & des n pressures 4 Soffit detoT5 & desi n ressures 5 Soffit details, design pressures & bill, of materials TRIPLE 4 (T4j T4-012GallSTHICK) T4014 (.01a5'TH" QUAD 4 (Q4) 6}4-012 (.0115' THICK) Q4014101WTHICKi Z 0 LE. N.T.S. :4 ar JK m m LF5 WINO NO,, it P Fl12019.1 a ALUMINUM n SPAN"'A' ROOF OVERHANG ROOF OVERHANGROOfOVERHANG SPAN-. ROOF ROOF ROOF, iMING FRAMING* FRAMING ALUMINUM_ FASCIA. TRIMTRIM - rrN•r*_•a_e.raw _ C" IU OR `. SOFPIT Ch1UitJRSOFFIT —1T CWO aR OD SOFFIY WOOD 5F.F.17ETAll.'A FRAMED SBLDEfAIL"C' FRAMED "SEE DETAIL '(A FRAMED SEE DETAIL" L.B. S.EE.DEfAIL`D r SEE DCTAII"C SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w/ trum/haming cantilever) (Shown wl trumffitaming cantilever) (Shrnvn w/ trusWhambx7 canWever) SINGLESPAN LENGTH A- DESIGN PRESSURE (PSF) POSITIVE NEGATIVE IF. 70.0 141.0 To" 60.0 60.0 12" 50.0 50.0 u 38.5 38.5 30.0 30.0 NUlt: vvuuU rrcnrvurva Z vin n nvn+ DESIGNED BYTHE ARCHITECTOR ENGINEER OFRECORD DETAIL " B " F-Channel TRIM NAIL ATTACHED THROUGH FASCIA 0 16" O.C, MAX. STAPLES INSTALLED @ END OF PANFL AND _ 8" MAX. O.C. SEE DETAIL "J", SHEET B) 1 /B" MAX. — DETAIL ".A ". Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 12" O.C. (INTO WOODI IN F-CHANNELSLOT ORT-NAIL012" O.C. INTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24' O.G. INTO FRAMING 1"MAX. STAPLES INSTALLED @ 1Y O.C. (INTO WOOD) INJ-CHANNELSLOTOR T-NAIL@ 12" O.C. DETAIL " D " J-Channel Fascia STAPLES INSTALLED 012" O.C. (INTO WOOD) IN J-CHANNELSLOT OR T-NAIL@ 17' O.C. INTO WOOD OR MASONRY( STAPLES LOCATED 24'O.C.INTO FRAMING -7 44 w i Q-(!Dg' n n DETAIL "C" o~ J-Channel 0 p.9 04. i St— N.T.S. 5 owc. ov JK m SUBSTRATE NOTES: 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301)0ORM3. HOLLOW BLOCK (ASTM C90).nin M DESCRIPTION MATERIAL 1 FASCIA .0216' THK. AL 3105 - H 14 ALUMINUM 2 J" CHANNEL .0155 THK. AL. 3105 - H24. ALUMINUM 3 P' CHANNEL .0155"THK. AL. 3104 - H19 ALUMINUM 5 QUAD4FANEQ01150R.0135"THICK AL.3105 ALUMINUM 6 . TRIPLE d PANEL (A115 OR,.0135' THICK] Al. 3T05 ALUMINUM 7 15x1-3/4"TRIM NAIL S.S. 8 18" GA. X 1/4" SS STAPLE W/ 7/8" MIN. EMBEDMENT STEEL 9 2'X 7' BATTEN STRIP (G=.42'OR BETTER) WOOD 10 . APA B-C- GROUP 1 EXT.1513T PLYWOOD OR BETTER WOOD l l 097' DIA. T-NAIL w/ 5/8"MIN. EMBEDMENT . STEEL 12d X 3-1 /4" H.D. GALV. STEEL . COMMON NAIL @ 24" O C w/ 1-3/4" MIN. EMS. DETAIL" H " IX2 VERDCAL FRAMING (G-=0.42) ATTACH w/ 2-8d COMMON NAILS 0 TOP TO ROOFFRAMING u m SPAN ° A " miry: ° t- ..••• ^ ,`+ y°O ROOFCVERHANG i tblljjl o n m z° U N . 0 ROOF SEEDETAIL" B" ? E o m FRAMING. (SHEET3) J 1N 5or maa 8• it k1r12dX3.1/4' ( ; 1 —,_---CMU ORH.D.GALV.STEEL--^ i WOODCOMMONNAIL@24"O.C. SEEDETAIL"A"_; / FRAMED wl 1-314' MIN. EMB. (SHEET 3) SEEDETAIL CONTINUOUSBATTEN 0 CL , SPAN SIDE VIEW - DOUBLE SPAN w./BATTEN.. STAPLES INSTALLED 0 STAPLES INSTALLED 0 END OF PANEL AND END OF PANEL AND (Shown w/ truss/flamcantilever)ingnCilever) B" MAX. O.C. — U' MAX. O.C. SEE DETAIL "J'I .(SEE DETAIL "J' j SPAN " A " N C. MAX. utiAIL" J" DETAIL" I " TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A" DESIGN PRESSURE (PSF) POSRTVE NEGATIVE 16" 70.0 70.0 Te" 66.5 66.5 20" 60.0 60.0 22" 54.5 54.5 24" 50.0 50.0 ROOF OVERHA G SEE DETAIL"G" SHEET 4) ROOF y;R' SEE N07E2 CMU OR WOOD SEEDFTAB' 1" . l;T FRAMED SEE DETAIL'A"L. SHEET 3) SIDE VIEW — DOUBLE SPAN w/BATTEN Shown w/ truss/fiamfng 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" RW TAPCON CONCRETE SCREW 2_ MASONRY SUBSTRATE 3,000 PSI CONCRETE (ACI301) MIN. 1-1 /4" EMBEDMENT) 0 U' ON CENTER OR HOLLOW BLOCK (ASTM C90). w = m z1nN . Y o ar. LFS d gRl3 NO.: U FL- 120111 0 0NZT , 5_ or IN Florida Building Code Online Page 1 of 2 MENA t. `af BL'IS Horne Lop In I User Registration •; Ho[Topics I Submit Surcharge ( Sta[s &Facts Publica[ios I FBC Staff I BCIS Site Map I Links{ Se I"F:irx7 II1 . DU5r10 (!l/ cC1^— Product Approval rofessit7 USER: Public User Regulation i?oadtetS'Atr mnLt9Ott.y Prodild or Addbcatkn ?.QQp1 tb5I > Apalicatioti Detail YirJSif:p!• MINE FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@adasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden S6 Validation Checklist - Hardcopy Received Certificate of Independence f 16305 M C0I A11330014 2014 FBC Prod6CEvalua=- ShinolesaA Referenced Standard and Year (of Standard) Standard Year 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=wGEVXQwtDquJBMjgUl j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 StirtlmM_,of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLIb305 k4- It ATL13002,4 2614 FBE Pibduct-C-vblgaOO Shingles odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports _. FL16305 R4 4E ATt_13062.4 2014 FRC Product I traluatiorr 5hina(es.pdf Created by Independent Third Party:'Yes 1J Contact Us :: jgttT:Ftonr9e5treet. rifiti="iigSFt.37344'.PMtirie:.85Q ip8=17.: he State of Flnrda Is an AA/r-FO employpr:. -?^QtU—jie-'!.`IQ"'_:4.:: Privacy Statement •- ru Fb."t p*t :: $ e''^r^ Under Florida law, email addresses are public records. Ifyou do not want youre-mailaddress released in response toa 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, effectiveOctober 1, 201Z, licensees licensed under chapter 455. F.S. mustprovideSheDepartment with an email address if they have one. She emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish towpplyapersonaladdress, please provide the Departmentwithan email address which can be made available to the publicTo determine ifyou are a licensee under chapter 455, F.S,i please dick here . Product Approval Accepts: 1iCtWlt. NI'TMn 1i https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDquJBMjgU lj3N... 7/20/2015 CREEK TECHNICAL SERVICES, LLC EVALUATION REPQRT _ Certificate ofAuthorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 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.Z7.1, 1523.6..5J Properties: Physical properties, Wind Resistance, Wind Ddven.Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878). PRI Construction Materials Technologies (TST5876) 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-086-02701 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 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATLA 33-02-01 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) AT1-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standa 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 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 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-0.1 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page.! of 9 This evaluatio; report is provided for State of Florida product approval under Rule 61G20-3. 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. ATLAS ROOFING CORPORATION. CfM-EXAsphalt 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-186-62-01 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's 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 D3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine - architectural asphalt shingle with two, dashed, thermally -activated, self -sealing -sealant Wetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton Meridian) StorrllMaster@ 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 31'61, 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, ATL13002A FL 16305-R4 §age.2 of J. This e461[66tlon report is provided for State:0VF1Qdft, product approval under Rule 6.1G20-3.. The rnanufachirer 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. . . .... GlassMaster@ 30 & Basic Wind Speed (V i): 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. 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. 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 'A Nail Pattern" or "6 Nail Pattern' detailed below. xRT Nails i... ... . ..r ,.... _. 121" . ` 4 w 12- --- —12"--+--12" Figure 1. GlassMaster@ 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern This evaluation repoit% prWded'for State of Florida product approval under Rule 61G20-3. The manufacturer shall no...: Technical Services, LL.0 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 Prol-AMT" Architectural Basic Wind Speed (V„ e): Basic Wind Speed (Veld): 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. 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 Pattem" or "6 Nail Pattern' detailed below. Wn. 17qa D4mdidfowngna7— .........__.,,.__ _. _..__... _.. M[hmin W hnd 11112, r — Cl 0 0 0 0 ic3 :O :C7 : c3 ED a O CO O O Figure 3. ProLAMT*' Architectural Shingle 4 Nail Pattern (non-HVHZ only) wn.12pa 90—t-.ftd"m ftr..lnYanlh..3 aea0 Tlvlr sueD=7" - i-r-c -,_. '-- 1 - Jj o a ur Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern ATL13002:4 FL 16305-114., __..._._PageA a9. This'evitlueBon report-is-xovided for State of Florida product apprflval 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 Pinnacle® Pristine & StormMaster® Shake Basic Wind Speed (V„ u): 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: 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 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T 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. F _. _ 39 aff Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39W M..12 Qd pahWilm-9IWIN rtM wth nin 3W Mad C7 CD M. = M CD CD CD CD : G Q O C7 CDC C3CD CJcoC)CDCDCDCD 671 Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002;4._. FL 15305-R4 Page:5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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. 1'Q-REEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vwi): 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. 7116 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 85 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 NailPattern Figure 8. StormMasterOD Slate 6 Nail Pattern ATL1300P_ 4 _ _..... FL 1:6305-R4. Page 6 of._9 This evaaluat w feport-is provided for State of Florida product approval under Rule 61G2073j:: The,.manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I.CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vat): Basic Wind Speed (Vesd): 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. 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:. 12ba 1-]R rio= 'nM mIl r 2.1 1 ,.. 1-1/2.-3. Figure 9. Pro -Cut® Starter Strip ATL13002.4 _F.L 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-1: 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: CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vui,): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vasd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 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 inc.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 from the prevailing wind.. away 12 ga. 1-112" ringkrshanknaili t i a Figure 10,, Pro -Cut® Hip & Ridge ATL13002.4 ..... fL 18305-R4 __... . Page 8 of 9 Thisevaluation 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. 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 BuildingCode51hEdition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 9 12:55 ,48 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 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. ATL13002.4 END OF REPORT 16305-R4 This evaluation report"is provided for State of Florida product approval under Rule 6 e manutacturersnau 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 . - I-- R`EK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edin6urghbr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE.5 " 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: Subcategory: Code Sections: Properties: REFERENCES Roofing Asphalt Shingles 1507.2.5, 1507.2.7.1, 1523.6.5.1 Physical properties, Wind Resistance, Wind Driven Rain Issued June 29, 2015 Entity Report No, Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02701 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies CTST5878) 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) ATL-116-02-01 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) ATL-123-02:01 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 D3462 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 FLA6305-114 ..... _ _t'8ga.1 of 9 This evaluation report is pm JorState oTFlorida product approval urid6f Rule 61G20a 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. 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 (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster(D 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. ProLAMT"' 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 fberglass 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 Dangerrreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterO 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. ATL1.3.002A FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. 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 GlassMasterO 30 & Basic Wind Speed (V„ ir): Tough -Master@) 20 Basic Wind Speed (Vasd)" Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min_ slope: Installation (HVHZ): Installation (Non-HVHZ)_ t ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 1.50 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 accorda6wwith FBC requirements. 212 and inaccordance- with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 5-inch eixposureiin accordance with .RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using. "6 Nail Pattern* detailed Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall beattached using "either "4 Nail Pattern" or ° 6 Nail Pattern° detailed.below. l Figure 1. GlassMaster@) 30 & Tough-Master®20 4 Nail Pattern (Non-HVHZ only) Nails 5Ii3• t 2" —-- 12" Figure 2. GlassMaster® 30 & Tough -Master@) 20 6 Nail Pattern ATL13002.4 FL 1,0305-114P2g0of 9 This evaluation report is proVfded for Slate of Florida product approval under Rule 61G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation reportdoesnotexpressnorimplywarranty, installation, recommended use -or other product attributes that are not specifically addressed herein. REEl1 TECHNICAL SERVICES, LLC Prol-AMT"' Architectural Basic Wind Speed (V„ n): Basic Wind Speed (Vast): 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. 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 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 manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. sg 310' MSa. 12 ga, golvarixed roang nailwNmin316'hW 12111 . r TP O O O O O o 0 O O O O O O O 6' Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) i n 31 Mh./2 w:ird Nn9 ah.a. nwing nrvlKhnIhL6'twM1 Y iivPffl 1' 1i f 1 111i j Figure 4. Pro-LAM"m Architectural Shingle 6 Nail Pattern 14' ATL13002.4 FL 1.6305-R4 ragO.4 Ut y This evaluation repo. provided forState of Florida product approval under Rule 61G20-3. The manufacturer shall not[fy'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. E TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vun): StormMasterO Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undedbyment: 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. 39 1 MW tt s.A.Yndma "Mg ".0Mhml..aVh..d rW I{ i S O O O O O CD O O f_l _ l_. _ — . _ _ ,p175C-3 o c : C=.o o:tom t- CD-' — r % 1EE Figure 5. Pinnacle® Pristine and Ston-nMaster® Shake 4:Nail Pattern (Non-HVHZ only) 1 CD OOCO. 000O C5C3 Mco00M. co C33 CD CDCD M =`C3 a . EDFigure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATL13002. 4 FL 1.63.05-R4 _ PagaZ of 9 This evaluation report is pm'dW-for State of Florida product approval under Rule 61.6264 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. RE K TECHNICAL SERVICES, LLC StormMasterG Slate Basic Wind Speed (Vuu): 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. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 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 T 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. 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20 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. t,'iaj . ATLAS ROOFING CORPORATION JCyj. Asphalt Shingles TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (Vult): Max. 194 mph Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In -accordance with FBC requirements; Solidly: sheathed min. 19/32 in. plywood or wood plank for new construction; Min: 15132 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. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, . Installation (HVHZ): Installed in accordance, with RAS 115 and manufacturer's published installation instructions; Shingles shall be attached as shown below, Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturer's published installation instructions., Shingles shall be -attached as shown below_. R......- r . b I-l/r-r Figure 9. Pro -Cut@ Starter Strip ATL13002.4 ..-.FL.10.3U_r R4 . _ PeW 7 of 0 This evaluation report isp prp>rded for: State of.Florida product approval under Riffle 61G20=3:: The manufacturer shall notify ;GREEK Technical Services, LLCof 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- mckEEKTECHNICALSERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cuts) Hip & Ridge Basic Wind Speed (Wit): Max. 194 mph Basic Wind Speed (Ve,d). Max, 150 mph Deck (HVHZ): 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. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly she min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in, OSB existing construction. Undedayment: 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. " 12°____._._ ...:._. 12 ga. 1-1/2" ring shank nail 12" 6" t f l Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 _ .. Page.. Ot q This evaluation report is .provided for State of Florida product approval under Rule-61G20-3 . The rttanufacturier shall nofdy 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. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this, evaluation 2) The roof deck and the roof deck attachment shall he designed by others to meet the minimum design loads established for components and cladding and to 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 grid 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 instruction`s. Where discrepancies exist between these_ sources, the more restrictive and code._ compliant detail,sfiall 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 a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 004pf4j, , P, Na 74021 STATE OF ut s CERTIFICATION OF INDEPENDENCE _ .. 2015.06.2 912:55:48h 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will 'acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL This evak nition sari i oes-n specifically addressed herein. Of 9 valid.. ire not Florida Building Code Online Page 1 of 2 Comments Archived - Product Manufacturer InterWrap, Inc. Address/PhoneJEmall 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 Category Roofing Subcategory Underiayments Evaluation Report from a Florida Registered Architect or a LicensedComplianceMethodFloridaProfessionalEngineer Evaluation Report- Hardcopy Received Robert NieminenFloridaEngineerorArchitectNamewhodeveloped the Evaluation Report Florida License PE-59166 IntertekTesting Services NA Inc_ - ETL/Wamock HerseyQualityAssuranceEntity Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received I 2SiA .0i zi Nlem-ton.ndfCertificateofIndependenceB2 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.floTidabuilding.org/pr/pr_app dtl.aspx?parmm--wGEVXQwtDgv3yWKJZI.Q... 7/20/2015 Florida Building Code Online Page 1 of 1 ruc _. 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`fdruseouMde HVHZ ALL _ Impact Resistant ALL Design Pressure ALL Other ALL FL*. Tyne Manufacture[ liidallad By SADWS K15216-R2 Revision InterWrap, Inc ---John W. Knezevich, PE Approved Hi_ I Category: Roofing 954) 772-6224 Subcategory: Underlayments Aaarrauad DBPR..AouO>Ii1f bY'06PAaAa_.. nCdei4+I nid.aUOa'o:W:thelOCr..RilforAhe.Comtals+f.net sarY. Contact ts::='Q,1 dfi The State of Florida is an AAJEEO employer..'c^iii6ib''2p4L- i$ilj^* I+":: Privacy Statement :: Acs•SeibillN __ t ment :: Refund SiatemeM Under Florida law, email addresses are public records. ifyou 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 rnaL-1fyou have any questions, pose contact 650.4B7.1395. "Pursuant toSection455.275(1), Rorida Statutes, effective October 1, 2012, licensees Iloensed under Chapter 455, F.S. must provide the Department with an email address Iftheyhaveone. The entails provided may be'used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an emall address which can be made available to the public. To determine Ifyouarea licensee underChapter455, F,5., please dick here . P.roductApprarel Accepts: a tvitrmr Wr OEM https://vi-ww.floridabuilding.org/pr/pr—app—lst-aspx 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 FL # Model, Number or Name Description 15216.1 RhinoRoof underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FLl 2i6 R2 II Z©i5 04_I NAL €R INTE P RNIAfOROQF FLI521 Approved for use outside HVHZ: Yes R2.odf Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 itilililOR(3L1 Design Pressure: N/A ' Created byIndependent ItEiYlf espcntoTIascAYJFi'APOther: See ER Section 5 for Limits of use. Evalpation.Repo t2.odf Created by Independent Third Party: Yes contact s:: 140 .'"'` •_""`T ai'h`""aLa71WR+hdt1! 85G-497187'+L: wemsalbrittr'SCate+:: aar„c .atement The state of Florida is an WEIRD ernPloyer iy , ,'rrnrfe ntrre a(.fa'rw :. ... .., .. _:. __ .. ,....... Under Florida tow, ema0 addresses are public remnds. 1f you do notwant your e•maq address released in response to a public -records request, do.AMIAW'delectronicandmthisentity. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 850.487.1395..'Pois ttoSeddon455.275(Sj, FloridaStatutes, effective October 1, 201Z licensees licensed under chaps 455, F.S. m p are the DepartmentmeatrecorIt an i3 E to they have one. The emaiisprovided maybe,rsaa forOndal toi+trtiisdtdEgon+dth the ticensen Htitvetre supplyapersonaladdress, please provide.9iC rt DeQaenetstwlth•8117r1.8<i supply :which on be'mDda,ardilahle t921ta'pr.rc. To determine if you area Licensee under please dick product Approval Accepts: RxAttiLt' aly: i)'If c: https:// www.floridabuilding.org/pr/pr ape dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate ofAuthorization #9503 353 CHRISTIAN STREET, UNIT #i13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.1 - 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the -applicable -rules -and -regulations governing the use of construction materials in the State of Florida. The docunieritation submitted has been'reviewed by'Robert Nieminen, P.E. for- use of the productunderthe Florida Building Code and Florida Building. Code, Res dential_Volume. The products described herein have been evaluated for compliance `with the 5 h Edition (2014) Florida Building Code sections - noted herein._ DESCRIPTioN: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance docGmentatioir£ii rSgeS, ter i rtivaiv7s-of a ^c $ue hiat-relate v the prod::-tct ngo A...ce ptnc Of this Evaluation Report by the named clientconstitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERDrequires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AovERnsEMENT: The Evaluation Report number preceded by the words 'Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robertl. M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by RobertNieminen, P, E, on 04/27J2015. This does not serveas an electronicatlysigned dowment. Signed, sealed hardcopleshave been transmitted to the Product Approval Administrator and W the named diets CERnFICAMON OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturingor distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.95 on Heating 1507.23,1507.5-3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1501.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference R&te ITS (TST1509) Physical Properties 100539395COQ 006 100539395COQ-W2 10/27/2012 10/27/2011 ITS (1ST1509) ITS (TSr1509) Physical Properties Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11117J2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTMD226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.yarious other sizes. S. L mmATiONs. 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 AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments arefollows: Taam is Roar Coven OPTIONS Underlayment Asphalt Nail -On Tile Foam -OnTile Metal Wood Shakes Shingles Slate or Simulated slateShingles RhinoRoof U20 Yes No No Yes Yes No _. 5.6 Exposure Limitations: 5.6.1 RhinoRoof Undedayment shall not be left exposed for longerthan 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 therequirementsforASTMD226, Type I or li 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 FL15ri&R2 Cerdficote of Authorization #9503 Revision 2: 04/27/2015 Page 2of3 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. any dust and debris prior to application. 6,_4 o oitoofti U: 64.1 Fasteners: TRIN1W 1 ERD Sweep the substrate thoroughly to remove For exposure. < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/84nch 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 Sldideiaver Rom"tae>4`12; End (vertical) laps shall be minimum, 64nches and side (horizontal) laps shall be minimum-4-inches.-Referto..Interwrap, Inc. recommendations for alternate lap -configurations and/or the use -of -seaiant-under certain -conditions. For exposure < 24 hours, use of every -other fastening.location printed onthe surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of everyfastening -location printed on -the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attachedpendingattachmentofthebattensonthesameday. 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. 6.43 nraii;Ia Lam 2'32 «tocf5la>!efi l;t End (vertical) laps shall be minimum 124riches 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 iaif=ddth plus ird•de {torts ,talj;aps, res..ti , 'en..--d-ouble4ayer appli a ion: 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation ofthis product S. MANUFACTURING PLANTS: Contactthe manufacturer or the named.QA entity for information on plants covered under Rule 61620-3 QA requirements. 9. QUAUTY ASSURANCE ENTITY: Intertek Testing Services NAlnc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVACUATION REPORT - Extedw Research and Design, I.I.C. Evaluation Report 140510AL12-112 CeiVCOW ofAutharizotlon A9503 FL1S216-R2 Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate ofAuthorization #9503 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 FL15216-R2 32923 Mission Way Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 Canada 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 referencedQualityAssurancedocumentationchanges, or provisions of the Code that relate to the product change. Acceptance ofthisEvaluationReportbythenamedclientconstitutesagreementtonotifyRobertNieminen, 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 "TrinityIERD 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 sealappearing was authorized by Robert Nleminen, P.Eon04/27/2015. This does not serve man electronically signed document. Signed, sealed hardcopres have been transmitted w the Product Approval Administratorandtothe 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 S. This is a building code evaluation. Neither Trinity) ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for anyprojectonwhichthisEvaluationReport, or previous versions thereof, is/was used for permitting or -design guidance unless retained specifically for that purpose. TRINITY ERD Roomrs COMPONENT GVALUATiom 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, T15D7.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507 83 1507.93,1507.93 on Heating 1507.23,150753,1507.83, UnrolGng,TearStrength.,Pliability,iosson ASTMD4869 2005 1567.93" Heating,_ iquid_WaterTransmission_ . _ Breaking Strength; Dimensional Stability - 3. REFERENCES: Entity Examination Reference, Date. ITS 071509) Physical Properties 100539395COQ-0D6 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TSr1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection'Report 11/ 7/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is-a-multllayerE.d poiynnerwoveri CBated.synthet c roof uridedayrnera intended as ar. alterrnati to ASTti D226, Type I or Type it felt or D4869Type 11 felt. RhinoRoof Underlayment is available in 424nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: S.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 notfor 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 ofthis 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: Taet,1 ROOF CovER OPr1ONs Underlayment AsphaltNail-On Shingles Tile Foam -On Tile Metal wood Shakes Slate or 8i Shmgles Simulated Slate Rh'inoRoofU20 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. 9. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth, in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.124R2 Certifrtote of Authorization #9503 F11S21"I Revision 2: 04/27/2015 Page 2 of 3 FA 8. 9. TITYJ ERD 6. 3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. b; 4. RhinaRoof.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/R" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6. 4.2 Sidle 3 avAr Roof Staa> 412: End ( vertical) laps shail.be minimum 6-11nches 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 hoursuptomaximum30-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 pendingattachmentofthebattensonthesameday. Battens shall not be positioned over cap nails. If this occurs, removethecapnailandpatchtheholeinaccordancewithInterwrappublishedinstructions. 6. 4.3 Daul i! aver 2 E RQafooe <.d: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 sheetoverthestarter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half - width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Officialor Authority Having Jurisdiction in order to properly evaluate the installation of thisproduct. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 614320-3 CIA requirements. QUALITY AssURANCE ENTITY: I ntertekTesting Services NA Inc.-ETL /Warnock Hersey — QUA1673; (604) 520-3321 Exterior Research and Design, LLC Certificate icateof Authorkation #9503 END OF EVALUATION REPORT - Evaluation Report 140510A2.12-R2 FL15216- R2 Revision 2: 04/27/2015 Page 3 of 3. Specialty Structural EnginL=L=rinq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 No 31242 STATE OFF i 4`s•'•.FLORiD;.••• (jam;~ S70 NA ,,• it DtgitW Signed by; times L Buckner. Pl- CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 ng Page 2 of 7 Spe -_1cg1 'j Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Speclalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8054 Performance Standards: - The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: Evaluation Report Scope: Limitations and Conditions of Use: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. This product evaluation is limited to compliance with the structural requirements of the Florida Building Code, as related to the scope section to Florida Product Approval_ Rule 61G20-3.001. Scope of "Limitations and Conditions of Use" for this evaluation: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-St0RV-ER_14 Page 4 of 7 Specialty Structural Enginserinq CBUCK, Inc. Certificate ofAuthorization #8064 Components/Materials Ridge Vent: by Manufacturer): Material Type 1: Thickness: Yield Strength: Corrosion Resistance Nominal Dimensions: Width: Height: Lengths: Fastener(s): Base Fastener: Purpose: Type: Size : Corrosion Resistance Standard: Alternate Fastener: Purpose: Type: Size : Corrosion Resistance Standard: Roof Cement: Type: Application Size Standard: MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2' , 4', 6', 8' and 10' Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11 gauge x 1-1/2" Per FBC Section 1506.5 Per ASTM F 1667 Attaches Ridge Vent Base Flange to Deck Hex -Head Wood Screw 10 x 1-1/2" (min.) Per FBC Section 1506.6 and 1507.4.4 Per ANSI/ASME B18.6.4 Asbestos -free asphalt based roof cement w/ SBS rubber 1/4" thick minimum Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 EngineeringCIEBUCKReportNo.: 15-104-MM2-StORV-ER_14 Page 5 of 7 lSpecialty -S)trucl'ura0 Engineering CBUCK, Inc. Certificate ofAuthorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) 0 Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner,.P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Engineering Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 r=pedc51tw Structural &ngineerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck T- 4 1/2 in. i Profile Drawings 18-1 /4" I Y Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 r1nq Report No.: 15-104-MM2-StORV-ER_14 Page 7 of 74spen--ica3ittj Structural EnglnQL=rincj CBUCK, Inc. Certificate ofAuthorization #8054 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4" O.C. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Vbbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e dab\e e 6 Ft 8 Ft.- 10 Ft.''' s: a • s v 24° r Typical Ridge Vent Assembly Isometric View (Not To Scale) Base Flange Florida Building Code Online. t s Page 1 of 3 VreEuct AooNVal ISenu > P^•^•'^ ^' ^" bo `-' > Aopi'cadon ig > Application DetaB ions I FBC Staff I ScIS Site Map I Links I Search 1. FL # FL2197-115 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 MiTek Industries, Inc. Address/Phone/Email 14515 North outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mil.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert 14515 North Outer FortyAddress/Phone%Email Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12131/2015 Validated ByICCEvaluation Service, LLC. Certificate of Independence R5 COI te.ti .arp of tnden8ndence for E rdluallSrRi df Referenced Standard and year ( of Standard) RaAndmAYear ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code 7I20I2015 https://www.floridabuilding. org/ pr/pr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf Florida Building Code Online Page 3 of 3 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. ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org l (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council 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, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS rm 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code (IBC) A 2012, 2009, 2006 International Residential Code (IRC) is 2013 Abu Dhabi Intemational Building Code (ADIBC)' The ADIBC is based on the 2009 IBC. 2009 IBC code sections referencedinthisreportarethesamesectionsintheADIBC, 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 M1116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum N A6 gage SS, 10.057 inch total thickness (146 mm)], 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)i 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 lancedandformedintotwoopposingteeth, 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.7eeth are 0.16 inch (4.1 mm) wide and 0.37 inch9.4 mm) long, and there are 4.8 teeth per square inch0.0074 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-2.0 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 inch11,4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting ineachmodulehavingeightteeth. The transverse centerlines of adjacent slots are staggered 015 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0;25 inch (6.4 mm). Each slot has a 0.334nch-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, Mil 20 HS, and MT20HSTm: 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 3/44nch-by-14nch (19 mm by 25.4 mm) modulesofteetharestampedoutandformedatrightanglesto 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 isseparatedbya0,254nch-wide (6.4 mm) strip of unpunchedsteel. 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 construedas representing aesJhelics orany other attributes notspecifrca!!y addressed. nor are They tobe construed as an endorsement ajrhe subject ofthe repot! or a recommendation for its use. 7here is no trarranly by /CC Evaluation Service, LLC. express or implied, as to anyfinding or other matter in this report, oras to any product covered by the repore page 1 of 5 Copyright © 2015 ESR-1311. I Most Widely Acmpfed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblinz/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 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 0.85 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 . 148 129 145 pruce-Pine-fir 0.42 197 144 143 137 Southern pine 0.55_ 249 190 184 2011 0 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 .. 135 143 Hem fir 0.43 139 111 97 109 Spruce -pine -fir Southern Pine 0-42 0.55 148 787 108 143 107 138 103 150 For SI: Ilbtiff = 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 ofjoint. 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 loadEE = Plate Rerpendicular to load, wood grain perpendicular to load 3AII truss&Ies are pressed into thewood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfulVbedmentrollers, 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 MII 16 M-20 AND M1120 M-20 HS, M1120HS.AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Poundsilnch/Pair of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 900 0.70 0.36 2012 1013 0.50 0.47 880 0.59 820 0.48 1505. 1219 Tension Values in Accordancewith TPIA Nnth a Deviation ]seeSection 5.4.9 (e)] maximum .Net Section Occurs over the Joint? Tension @ 00 0.68 1945 0.62 1091 0.67 171fi. Tension @ 90° Tension 0;30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° Shear @ 300 Shear @ 60° Shear @ 900 Shear @ 1200 Shear @ 1500 0.54 0.61 0.73 0.55 0.48 . 0.35 1041 1173 1402 1055 914 672 0.49 0.63 0.79 0.55 0.42 0.46 574 738 936 645 490 544 0.43 0,61 0.67 0.45 0.34 0.3 761 1085 1184 _ 792 608 537 For St: 1 iblinch = 0.175 N/mm, 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 plisses through a line of holes. ZMaxrn?trtn. 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. O125' 0.2W 05W 32ttun 84MM 127mm rom aOOD 900 goo our, t-= tlo Do Goo Ono 7- 000 Ono 000 Ono Don Q, Wr 83mm M- 20 HS, Mil 20 HSI T20HS FIGURE t—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1371 r-m; bupplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o.rd (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 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: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 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, MII20, M-20 HS, Mil 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: K 2014 and 2010 Florida Building Code —Building N 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS rm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe201.4 and 0ID.-Fid da Bultding Code—Restderttiaf, provided the design and installation are in accordance with the International Building :Gads -..pp) provisions noted to the master report. Use ofthe MiTeko 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 failing 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 construedas representing aesthetics orany other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationjaritsuse. There is no ivarranty by ICC Evaluation Service, LLC, express or implied, astoanyfindingorothermatterinthisreport, or as to anyproduct covered by the report.-^ Page 7 of 1 Copyright ® 2015 1CC ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. wwwkc-es.orcl (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council° 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 MT20HSM 1.0 EVALUATION SCOPE Compliance with the following codes: e. 2012, 2009, 2006 international Building Code® (IBC) i. 2012, 2009, 2006 International Residential Code® (IRC) m' 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 MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MI1 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 [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 perpendicularaxisoftheplates. The metal displaced by the slot is lancedandformedintotwoopposingteeth, 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 14nch (25.4 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-20 and MI1 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 10.0005 inch thickness an each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-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 inch11.4 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 MT20HS"4: Models M-20 HS, Mil 20 HS, and MT20HS'm 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 3/44nch-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, GA5 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 6A 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 I 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-FS Evaluation Reports are not to be construed as representing aesthetics or any other vattributesra(Y not specij cal!yalualaddressed, nor are they to be construed eAsilipw as an endorsementofthe subject ofthe report or a recommendationfor its use There is no marranty by ICC Eraluation Sen•ice, /,! C, express or implied, as to anyfnding ormher matter in this report, or as toaayproduct cm eyed by the report Page 1 Of 5 Copyright 0 2015 ESR-1311 Most Widely Acpepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in21PLATE) LUMBER SPECIES SG EA_.. AE EE M-16 AND Mtl 16 Douglas fir -larch 0.5 176,. 121 137 126 Hem -fir 0.43 . 119 64 102 98 Spruce pine-flr 0.42 127 82 75 107 Southern pine ... 0.55_.._. 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 ..... 22Q 195 180 190 Hem -fir 0.43 185 148 129. 145 Spruce -pine -fir 0.42 197 1 143 13.7 Southern pine.. 0.55 249 190 184 20..6 M-20 HS, MII 20 HS and MT20HS... Douglas fir larch 0,5 165 146 135 143 Hem-flr 0.43 139 1.11 97 109 Spruce -Pine -fir 0.42 148 108 107 1 outhem pine 0.55 187 143 138 150 For SI: 1lbrrn` = 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 loadAE = Plate parallel to load, wood.grain_perpendicular to loadEE = Plate perpendicular to load.. wood:. grain perpendicular totoad . 3AII truss gaates are. pressed into the -wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfuli-embedment rollers, or combinations of partial embedment roller presto 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 MII 16 M-20 AND Mil 20 M-20 HS, Mll 20HS AND MT20HS Efficiency PaundslinchlPair of Connector Plates Efficiency I PoundslinchfPair of Connector Plates .. Efficiency PoundslinchlPair of Connector Plates . Tension Values in Accordance withSection 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 E0 0.59 1505 Tension.. @ 90° 0.36 _ 1013 , 0.47 0 048 1219 Tension Values in:Accoritancewith TPI-1 with a deviation [see Section 5.4.9 (e)] AAaictitltlm Net Section Occurs over the Join Tension @ 0° _ 0.68 1945 0.62 1091 0.67 171 Tension @ 90° 0.30 849 _ 0:48 841 0.52 1321 Shear Values Shear @ 0° Shear @ 30° Shear @ 60° Shear @ 900 Shear @ 1206 Shear @ 150° .... 0. 54 0. 61 0. 73 0. 55 0. 48.... 0. 35 1041 1173 1402 1055 914 672 .. 0. 49.... 0. 63 0. 79 0. 55 0. 42 0. 46 574 738 936 645 490 544 0. 43 761 0. 61 .. 1085 0. 67 1184 0. 45 792 0. 34 608 ... . 0. 3 537 . For SI: 1 Ibfinch = 0.175 Nlmm, 1 inch = z5.4 mm. NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steelfor a specified orientation, For these plates, this line passes through a line of holes. 2Mainmum Net Section -Aline 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" >S 25tT O'WCr 0.3W 3:2.mm E 4 mm t 2.7 mm si 33 m.m JLlH HI DOG 00,0 Ong ODD o DOO Ono Ono 10 DOD DOD w Iq10 0 000 DOD r M- 20 HSI Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) 1CC-ES Evaluation Report Ca7R-1J 1 1 1 vc.r vut'N•a.••••••• Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.oria (800}423-6587 (562) 699-0543 A Subsidiary of the International Code Counclle DIVISION: 06 00 00—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 www-mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, MII 20 HS, AND MT20HSTu 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, MII20, M-20 HS, Mil 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: X 2014 and 2010 Florida Building Code —Building I111:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MifeleTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections2A1hrough7:0 ofthen rriaster evaluation report. ESRA311,°comply with the 2014 and 2010 Florida Building Code —Guidinganditxr~ 201d ai1d ZD i:0 Ftr ido Aulld *. C0di Residep. 1, Provided the design and installation are in accordance with the International Building Code .(IBC) prov%"ns.n6t6.d`i6 the toaster report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 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 Code — Building and the 2014 and 2010 Florida Building Code —Residential. For:.pr6dijots.Wing under .Florida Rule 9N-3, verification that the cepokt hornet's duality assurance program is audited by :a: qualify asstarartce a ty aPPOV d by the Florida Buildang Gomm ssion for the type of nspectlons being conducted. is. thereset #asi6tkty, of aR aPptoyad vatidJ3titin entay (or the code. ci'Prcial when the report_ holder does not possess an. approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. JCC -ES Evaluulion Reporu are no! !o be construed as represent" aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject ofthe report or arecommendation for its use. There is no ivarrarry by JCC Lvalvalion Serrice. LLC, express or implied, as mm to artyfinding or other matter in this report. or as toanyproduct covered by the report. page 1 of 1 Copyright ® 2015 ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. VVWWJcc-es.orci 1 (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 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 Codee (IBC) ig 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi international Building Code (ADIBC)t 1The ADIBC is based on the 2009 IBC..20091BC 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 MiTeke M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector platesaremanufacturedfromminimumNo. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inchthicknessoneachside (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 lancedandformedintotwoopposingteeth, protruding at rightanglesfromtheflatplate. 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 14nch (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 Mil 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 inch11.4 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 0.334nch-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 fordetails. 3.3 MiTek® M-20 HS, Mil 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)1, ASTM A653Grade60, 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 31,t inch-by-l-inch (19 mm by 25.4 mm) modulesofteetharestampedoutandformedatrightanglesto the face of the parent metal., Each module has three slots, OA5 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 isseparatedbya0.254nch-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-inch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting anapproximate22degreestoitspoint. 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, lCC-T;SL•ialuation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no varranry by ICC Evaluation Serniee, LLC, express or implied, astoartyfindingorothermatterinthisreport, or as toany product covered by the report Page 1 of 5 Copyright 0 2015 page 3of5. ESR-1311. L Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibrn21PLATE) AE _ EA EE NBER SPECIES SG M-16 AND 11111116 0:5 176 ... 121 137 126 fir -larch 84 102 98 0.43 119 75. 107 ine-fir 0.42 82127 . 147 122 0.55 174 .. 126 ti pine M-20 and M11 20 0.5 220 195 180 190 fir -larch 185 148 129 145 0.43 197 144 143 137 pine -fir 0.42 190 184 200 n pine 0.55 249 M-20 HS, MII 20 HS and MT20HS 0.5 165 146 135 fir -larch 139 . ... 111 97 _ log 0.43 148 108 107 103 pine -fir 0.42 143 138 150 n Dine 0.55 187 .. For SI: 11b/ir = 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 loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to loadEE = Ptate perfadliicslar'10load, woOd grain perpendicular to load3AI( trpss. pates are pressErl into the woodfor the full depth oftheir teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen pressesthatfeedtrussesintoastationaryfinishrollerpress. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES MT20HS PROPERTY M-16 AND MI116 FORCE Efficiency Poun hIF DIRECTION of Connectc Plates Tension. Values. in Accordance with Tension @ 0° 0.70 2012 Tension @_90° 0.36 1013 Tension Values in Accord MaAmu Tension @ 0° 0.68 1945 Tension @ 90° 0.30 849 Shear @ 0°.__. 0.54 0.61 1041 1173Shear@30° Shear @ 60° 0.73 1402. Shear @ 90' 0.55 1055 Shear @ 120° 914Shear@150° O.48 5 672 M-20 AND Mil 20 M720.1-IS, N9120HS AND Efficiency PoundsrnchlPair Efficiency Pofair of Connector Connector' r r latesplates Section 5.4.4.2 ofTPI-1. (Minimum Net Section over the Joint)' 0 50 880 0.59 1505 0.47 820. 0.48 1219 „ r ince with TPI-1 with a Deviation ts0e Section 5.4.9 (e) elat. RPction Occurs over the Joiiltx. 1091. 8EO.62 841 0.52 1321 Shear Values 0.49 574 0.43 761 0_83 738 0.61 1085 0.79 936 0.67 1184 0.55 645 0.45 792. 0.42 490 0.34 608 0.46 544 0.3 537 For SI: 1 Iblinch= , 1111ul- NOTES: s tooth pattern with the minimum amount of steel for a specked orientation. For these plates. Minimum Net Section - A line through the plate this line passes through a line of holes. ZMaxi i,irn Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. Far these plates, this tine passes through a section of the plate with no holes. Page 5. of 5 ESR.-1311, . Most Widely. Accepted and -Trusted. 0.1 W 0.2Wr O,MC* 0:36N 3.2 m}m SA mm 12 7 worts 9{3 mn 0010 A duo 000 goo0 00 000 00 Goo 00 t1n-2Q HS, till 20 HS, M T20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ESR-1311 FBC SupplementICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. 699 0543 A Subsidiary of the international Code Council" www.iCC-es.orct (800 ) 423-6587 (( 562 ) 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 irnii.comC . EVALUATION SUBJECT: MiTe1eTRUSS CONNECTOR PLATES: M-16, M1116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The report supplement is to indicate that MiTele Truss Connector Plates M-16, Mll 16, M-20, MIpurposeofthisevaluation M-20 se Mll 20 and MT20HST"", 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 0 2014 and 2010 Florida Building Code —Residential 2-0 CONCLUSIONS The MTek®Truss Connector Plates M-16, Mil 16, M-20, MIc2o0; M2mply WithShe 2014 and 2010 Florida Building'Code—Building 2.0 throuO 7.0 -of tho: rrta revaluation report 66i -13I i,. . and t13e Oi4 end 2ti30 F rig Bltildrng Code; --Ras de'ih, provided the design and installation are an accordance with the lntemaficztlal8utictirlg.Coc{ : t18C?:pro sions.noted.in.the:masterreport: Use of the MiTeeTruss Connector Plates M-16, Mll 16, M-20, M1120, M-20 Hth Mll 20 an and MTlorida " has also been Code — 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. Forproducts fali'ingunder Florida: Rule 9N-3. verification that Commissionreportfo lcleftthe type ofyinspectonsbe ng coconduct th quality assuc; 3nce;entitt+ approved by.tlle Florida Building respatlsib lrtt- u an •approved xaHdation entity (or the .code official when the tepprt.holder does not possess an apptovat by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. es ress or im !red as +' CC -ESEvaluationReportsarenottobeconstruedasrepresentingaestheticsoranyotherattributesnotspeCCF1,,o1 uyaddressed, nor are they rube con trued as an endorsement of the subjectof the reportor a ree manendation jav its use There is no warran by lCC Evaluation Senate, L1 C, p P ` _ to at finding or other mailer in tills report, or as to any product coveredby thereport Page 1 of 1 Copyright © 2015 ICC-ES Evaluation Report wr'-'J' Reissued June 2015 This report is subject to renewal June 2017. wvvw.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councf DIVISION: 06 00 00-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 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006International Building Code® (IBC) 2012, 2009, 2006 international Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t ITheADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the AMC. 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 Mil 16 metal truss connector plates are manufactured from minimum N A653 a [ 0 Gradench totalthickness (1.46 mm)), 40 steel, with a G60 galvanization coating [0.0005 inch thicknessoneachside (0.013 mm)] and having a base - metalthicknessof0.0565 inch (1.44 mm). Slots 0.54 inch 13. 7 mm) in length are punched along the perpendicular axisoftheplates. The metal displaced by the slot is lanced andformedintotwoopposingteeth, protruding at right anglesfromtheflatplate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shapedintoatwistedconcaveform, 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 12inches (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 MI120: Model M-20 and Model Mil 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 haverepeating1-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-inch4ong (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 MT20HSIm: 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 3/44nch-by-1-inch (19 mm by 25.4 mm) modules ofteetharestampedoutandformedatrightanglestothe face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0A25 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 separatedbya0.254nch-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. Longitudinalcenterlinesofslotsarespaced0.25 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: Ali truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -' CS Gvaruation Reports are not ro be construed as representing aesthetics or any other attributes not specificallyaddressed, nor are they to be construed JJ asanendorsementofthesubjectofthereportorarecommendationjaritsuse. There is no warranty by ICC fivalualton Service, LLC, express or implied, as xm+ a- to any finding or other mailer in this report, or as to any product covered by the report page I of 5 Copyright C 2015 ESR-1311 j Most Widely Accepted and Trusted Page 3 of 5. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG _- Douglas fir -larch 0.5 Hem -fir. Spruce -pixie -fir 0.43. 0,42 Southern pine 0.55 Douglas fir -larch ._ 0.5 Hem-fr.. 0.43 pruce-pixie-fir 0.42 .... Southern pine 0.55 Douglas fir -larch 0.5 Hem-flr OA3 Spruce -pine -fir Southern pine 0,42 0.55 For SI: I lbrin` = 6.:9 kNa. AA EA .... 11A-16 AND Mll 16 121176 - 119 64 12.7 82 174 M-20 and MII 20 195220 185 148 197 144 249 190 20 HS, Mtl 20 HS and MT20HS 146165 139 111 148 108 187 143 AE 137 102 75 147 180 143 184 1.26 98 107 122 190 145 137 200 135 97 J 143 109 107 103 138 150 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 loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to loadEE =. Pietd perpend rAll-ge to loan. vWd grate perpendicular.to loadAlt1rusSpfat ane.fxessed into thethew tar. fhe full depth of their teeth by hydraulic platen embeiiinent presses mut6ple rofler presses thatusepartlal.embeprttent foliowad by Uu embedmeilf rollers, or. Combinabons of partial emtiedmerst roller presses: and hydraulic platen pressesthatfeedtrussesintoastationaryfinishrollerpress. FORCE DIRECTION 90° ension @ 0° ension @ 90° TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-16 AND tV111.16 M-20 AND MII 20 M-20 HS, Mll 20HS AND MT20HS Y Efficiency Pounds/inch/Pair Efficiency PoundsAnchlPair Efficlenc Pounds/inch/Pa of Conector of Connector of Connector Plates Plates Plates i Values in Accordance with Section 6.4.4.2 of TPI-1 (Minimum Net Section over theJ 2012 0.56 880 0.59 0.70 0.36 1013 0.47 820.. 0.48 Tension Values in Accordance with TPIA with a Deviation [see Section 5.4.9 (e)] Ma)amumNet Section Occurs over the Joine 0.68 1945 0;62 1091 0.67 849 0:48 841 0.30 0.52 @ 0° 0.54 @ 30.61 0° @ 60° 0.73 0900 0.55 -- 0. 48 1041 1173 1402 1055 914 672 Shear For SI: 1 Ibrinch = 0.175 N/mm, 1 inch = 25.4 mm. Shear Values0. 49 0. 63 0. 79 0, 55 0. 42 0. 46 574 738 936 645 544 0. 43 0. 61 0. 67 0. 45 0. 34 0. 3 1505 1219 1716 1321 761 1085 1184 792 608 537 NOTES: MinimumNet Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For thesePlates, this line passes through a line of hates: 2Maxdmtim 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 6 ESR-1311 I.,Most.WidelyAccoptedand Trusted - 0 1W 02W 01W 03051, 32mm SAnwn 127corn 9.3 mm goo Goo 000 900 ago Goo goo goo 000 10 IGOOno OBB z1_ 000 Ono 0go W20 HS, Mll 20 H,S, M Tie0H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report ESK-137 1 t-bt.; bupplerneni Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council 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: MiTele TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 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 MiTee Truss Connector Plates M-16, Mil 16, M-20, Mll20, M-20 HS, Mil 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: IS 2014 and 2010 Florida Building Code —Building 8 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HST4, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and2010FloridaBulldilg'Code—ReWCCential; provided the design and installation are in accordance with the 7ntemational BuHdt0g Code .(IBCJ 1. - ions noted in the. master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HS'm 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. CC -ESEvaluation Reports are not to be construed as represenling aesthetics or any other attributes notspecifically addressed, nor are they tobe construedasanendorsementofthesubjectofthereportorarecommendationforitsuse.There is nowarranty by /CC Evaluation Service, l l.C, express orimplied, as to anyfinding or other mailer in this report, or as to anyproduct covered by the report. Page 1 of 7 copyright © 2015 Florida Building Code Online ' Page 1 of 2 fit} BCIS Home ( Log In User Registration j Hot Topics Submit Surcharge I Stats & Facts Publications FBC Staff ( BCIS Site Map Links Search Businesfi Product ApprovalCif$S al USER: Public User 11g11 } } 1 tLguotion s Pi t1uCY br Rnaiketion se"rrch > A ikation tYt > Applltatloh Detail y. FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727).458-0544 benmehg8@yahoo.com Xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 14i 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 Wi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code fLa9. RI_QQL Indeo of dStandard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect 4239 R3 EdLliv oiiiy.odf https:// wN,,,rw.floridabLtilding. org/pripr_app_dtl .aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 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 HYHZ: Yes Li-49 R3 .fit=D",W 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 FL14239 R3 AE liodE system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Contact Us ::-,L44.ih Street- Tallahassee 3'toa. Pharr, 85 AOL1824 The State of Florida is an AA/EEO employer. Conwiopr 20Q7-2013'4ate'of-rtonda..:: :: $CCeS1 m 5tatsrneM :: Refund Statement Under Florida law, email addresses are public records, jr you do not want,your e-mail addressreleasedin response to a public -records request, do npt.send eletVONcmaN-Ea this tnuty. Instead, cdittatt the tstFjCe by photre ""try trad4toual mail. It you have any4uesbons, please contaC =4'482.5395. *Puasuain to km Ian 45$,27SS'If>' tOrida Stabhes, eftettivoctotleill,203-3` t "" liten;ed undenC ptei e5§r i15. pwst provide the DePrt+frr nt ti1(th 5oe+YiaQ dress if havt ofie.the crttafFS ProvMed rtWy-be used tor-otrKlai cbrtununk3tion'Wittt the licensee. timvever=emaA addresses arepublic record. ii yoU don4tSrt;h to glply a personal addWA5 Pksase provide the OeaMtrnaRt r+ith itimull bddtesswhlchcan be made available to the public. To determine 11' you are a licensee under ChaViii 455; P-Sa please click bert_. Product Approval Accepts: iet„tITftt`? Sk7NlC4" https:/lva.- ww. floridab uilding. orglpr/pr_app_dtl.aspx?parani=wGE VXQwtDquDEJErtO SCei... 7/20/2015 BMP INTERNATIONAL, INC. -- MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 75L8 MIN. WEIGHT, MECHANICAL UNIT j PER SEPARATE f CERTIFICATION, TYP. ram - ' GCENTER OF CRAVTTY ASSUMED TO ACT AT THE uj EOMETRIC CENTER OF THE S SEE OF.SICN MECHANICAL UNIT, v tCNNTER OF SCHENJLE FOR MECHANICA. UNC!' MUST BE 1 1- LT CRAVE"Y,. ' MAXIMUM SURFACEw tSC(IIARE OR RECfANC-,JLAR, P ''n -. k AREA AND DESIGN NO IRREGULAR SHAPES, PRESSURE, TYP. L.__.._......,. _.._...7 .._u3 - xoiw STEEL TIE-h0}VPi CLIPS. u SEE DETAIL. 1/3 & 213I2FFORCLIPINFORMATION, 33- MAX TYF. TYPI HOST: STRUf_"1'IJRE DESIGN ^ BY OTHERS SFF DEsldN__1 SCHEDULES FOR ALLOWCPLE' SUBSTRATES F1 N 3'MAXTYP.I' tl MECHANICAL UNITYPI 1 TIE -DOWN ISOMETRIC r aFCL QnA€or>m"uZR fcLZPs 1'=1'-G+ ISJNETRIC *_l FERCORNER. 4'lIU. VARY PER. 1 LLO- CeCTION'TTFEs Cl-05 ON SttEET TIE -DOWN CLIP DIRECTIVE EXAMPLEITHrFOLLOIVihGE'.[AMPI.E ILLUSTRATES THE PROL'EDIIRE USEDTO DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H, 'DR MYGIVENMECHANICA(. UNIT THAT CONfURMS TD THE DIMENSION RES"'NICTIONS AND OF.SIGN CRITERIA LISTED HEREIN, SEE BHEE*.5 4-5 FOR OLSIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THC INSTALLA'IIDN ' -FOLLOWING Xt7EWA=OF (I) MECHANICALUNITWITMTHE L VUR= 170 MPH, EXPOSURE IV AD^ TALI. x 48" DEEP x 48''WI0E. 100 LS CWEIGHT AS VERIFIED BY OTHERS) INSTALLEDTO3000PSIMINCONCRETEWITH21)7' CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CUPS) i PfiOCEDURE STEP I 1 DETERMINE COHNELTICN 'TYPE BASED ON THE DIAGRAMS ON SHEET I € CONNECTION TYPE3 .. THETHIS 1NSTALIA-1C1N IS FOR A Vult .1'70 MPH EYP SUFE B iH.S DESIGN 2 DR%IX It E WHICH CE5IGN SCHEDULE TABLE TO U51 S TO TABLE CPJTEfiIACORRFSPCNDSTOTARLE5—f RGEST FACC ARCH OF MECHANICAL UNIT TO Be INSTALLED 1 18 46'-J6 THISUNITHEIGHTOF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". NOTE. TNZS' PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED DN701 4LHBfK MAXIMUM UniH IGHI ]'RESTRICTION OF AN A/C STAND THAT IS A MAXIMUM30 TALL IF AM A/CSTAND ISUTILIZED. yyCHECK TO SEE THAT THE STAND DOES NOT EXCEED 30• IN HEIGHT S 5 jjjCHECK hpbYMNMRR 1h7N :YlID41{P.ESTfiI fIN --T 24' tU11 _INz3 •. ,1 DCM CRC74E$TtMtt Mtk€TH AfitOMtA[ L' TO 15 I THIUNITMAYBFNST1lIEDATRO..F HEIGHTS t E55 THAN OREQIIAL'IO 15 FT. ADDITIONALLY, THISUNITMAYBEINSTAL.LEOON ROOFTOPHEIGHTS GREATER 5 DETERMINETHEALLOWABLEROOF -';OP HEIGHT OF THE INSTALLATION - THAN BOFF AND LESS THAN AGO FT. SEE (-) ON TABLE 5 FOR THE NUMERICAL ' VA.UF. S OFTHISDESIGN EXAMPLE DESIGN NOTES:, THIS PRODUCT HAS BEEN OF -SIGNED INACCORDANCE. WITH ASCE 7.10 AND THE BUILDING CODEFORUSEWITHINANDOUTSIDETHEHIGHVELOCITYHURRICANEINDICATED. IN TILE. ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA I. THE BULDING• THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A. MAXIMUM 30' TALL A!C STAND (CERTIFICATION BY OTHERS) ON 'FOP OF THE HEIGHTS LISTED IN THE. DESIGN SCHEDULES, GENERAL NOTES:. 1. THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTSOfTHEFLORIDABUILDINGCODE & ASCE 7-10 THIS PRODUC':' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO131j3%INCREASE IN ALLOWABLE S. RES HAS BEEN USED IN THE DESIGN OF INIS SYSTEM 2 UE lON IS BASED ON CLIENT PROWDES• ODIX'T AND DIESHEET- FROM "EST REf ORTS } t't:p..ga . x9 2?0' Y FSTTNC EVALUATION LABORAILYRIES, INC.. NO StfBSTITUTTLk4S Yi1Tf9DUT WRITTEN:APPROVAL BY THIS ENGII4EERSHA, I BE PERMITTED: 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGH: OF MECHANICAL UNIT SHALL CONFORM TOSPECIFICATIONSSTATEDHEREIN. ALL MECHANICA:. SPECIFICATIONS ICLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTVRER RECOMMENDATIONS AND ARE THE EXPRE. SRESPONSIBILITY OF THE CONTRACTOR 5. FASTENERS TO BE C12 % 3S" OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. TAPCONS REFERREDTOHEREINSHALLBEITWBUILT)" BRAND, CAR80N STEEL ONLY, INSTALLED TO 3000 PS' MIN CONCRETE. SEE ANCHOR ECHFOULE FOR ANCHOR REQUIREM.EN' 15, All. FASTENERS SHALL HAVE APPROPRIATE CORROSION "POTECiON TO PREVENT ELECTROLYSIS, 6. ALLSTEELCLIPSSHALLDEASIM A283STEEL (GRADE U) WITH Fr: 33 KSI OR BETTER. ALL STEEL MEMBERS SHALL BE PROIF17ED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR O iER APPROVED FRrT ECTION,(490-RATED COATING REQUIRFD FOR ALL COASTAL INSTALLATIJN 7, ALLCONCRETESPECIFIEDHEREIN $ NOT PAR T OFTHIS CERTTFICAITON. AS A MINIMUM, ALL CONCRETE SHALL BE STRJ-TIJRA! C??NCNETE 4 MIN.THICK AND SHALL HAVE MINIMJM COMPRESSI'JE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. B. THE CONTRACTOR 15 RF.SPON5IBLE TOIN SIJ.ATF ALL MEMBERS FPOM OTSS,MILAR MATERIALS TO PREVE147 ELECTROLYSIS, 9. ELcmcALGROUND, wmal REC,XJIRED, TOBE DESIGNED b INSTALLED BY DTHE, 10. THEADEQUACYOFAZT{ EXISTING STF?1741L!RE TD WRHSTANO SUPERIMAOSED LOADS SHALL BEVERIFIEDBYTHEONSiT[ RE91G!I PROFPSS;ONAL AND IS NOTINCLUGEb IN THIS CERTI"ICATION,EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIF11CATIONSOR AFFIRMATIONS ARE INTENDED. 11, THE SYSTEM DETAILED HERELWIS GENERIC AND'DOES NOT PROVIDE INFORMATION FOR A SPEC3FICSFIE, FOR SITE CLJNDTTI0N5 DIFF'EREN'T FROM T71E CONDITIONS DETAILED HEREIN, ALICENSEDENGINEERORREGIS'I ERED ARCHITECTSHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE iN CON7UNCI'ION WITH THIS DOCUMENT'. 12. WATER - TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OP THEINSTALLINGCONTRACTOP- CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTEREDWATERPROOFINGMEMBRANEISRESTOREDAFTERFABRICATIONANDJNSTAUITIONOFSTRUCTUREPROPOSEDHEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FORANYWATERPROOFINGORLEAKAGEISSUE; WHICH MAY OCCUR AS WATER- TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 13. VCRANEXPLANATIONOFE%POSURE CATEGORIES THAT ACCOMPANY THE VVII WINDSPEEDS USEDINTHISAPPROVAL, SEE SECTON 26,7 3 OF ASCE 7- 1'' I5- 2378 1 n ANCHOR SCHEDULE: V CLIPS 2" CLIPS SUBSTICKIMice. { '.^'• }Drsanwri( 117ti ^BU©LDEX TFOCON SUB ( 17'1^N Bismap1 r L7 51n" ' t L APCOSI~ CJ>O `'• a CONCRETE: 2S:" FULL EMBED TO t COMC.RETE 2Y• FULL EMBED TO rf 4'THICK MIN,' CONCRETE, 3fi" MIN P (4" 7ri1CK NINE CQ:{CRETE. ,?k(""ryTti. 3000 PSI MIN) EDGE DTSTANCE, 3;" M:N.. 3000 PSI MIN.) EDGE DISTANCE VIV MIN.. 3 a i yJ s PACING TO ANY SPAV"GTDANY ADJAC'.NT ANCHOR ... AD_ACENT ANCHOR, 7)-'A 14 SAE CRADE 5 I ! (2)-P14 A'GRA[`Fi 1 ALUMINUM AlALUMINUM: aN 51iFF7 NEl'AL SCREW TO SHEET METAL SCREWS TO0.175 N N ) ) i 0 125' MiN. t ALUMINUM, PROVIDE (5 ALUMINUM FROVID IS) THI• ^ r • '*. 3" MAX I MIN-ALUMI.NUM) THREAD LANE E N. ALUMDUM) THREAD PLANErl" CLIPS TVP, P K, 6161-T6 r H'e PAST PITH A_. I j SI EEI.: 914 SAF GRADE 5 SI EE- i :7) A14 SAE GRADE S 01lSSHEET METAL SCREW TQ 9125 1.N. i SHFETMETALSCFeWS'I'U MICR i3 K53 STEEL, PROVID (5) Illttt THICK_ i3 M, ST ` STEEL, PROVIDE (1) Y« I *IItl",. °" *'y.. lY" . MIN. STEEL) i PITCHES NIN. PAST M+N, Y1 L.L7 I PTCHES MIN. PAST3MAX r : N `", 3" NA A1'. THREAD PLANE. MREh:7 PLANE3 ` TY,P =. ,ter TYP D L EMBEDMENT AND EDGE DLTANCE EXCLUDES FIN HES IF APPLICABLE. 1. ENS lRP MINIMUM EDGE DISTANCE AS NOTED IN ANCHORSCMECIULE,- d. C CONNECTION TYPE C 1 3.. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTA01ING TU NECHANICAL UNIT. CONNECTION TYPE C2 1`C,LIP - LFTIUZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT z. 1• CUF -UTILIZE 2) AT EACH CORNER FOR A. TOTAL OF (A) PER iJNTr - UNIT WIDTH 6 MAX 6" MAX CUP OFC(3POFFSET OFFSET z CLIP PAIRPAIR SPACING v = t 3 3" TYP MECMANICAL CLIP -CUP UNFT PER w P W I SPACING SEPARATEz CERTifICA'iIUN r CLIPS : a- "TYP, `'."' 2". CLIPS j{jtt( 1. VAII MAX: r.... UTILIZE (4) CLIPS EA SIDE tt , ' ,.. • Tyy ": 3TYP. OF UNTT FOR A TOTAL OF 8) PER UNr'a•-- N: 12 ti(* • t 1 MAX _,wd 3" MAXxTYPtKti/ rep" d p g6 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE B CLIP DETAIL 9 G3 C]j'V , 5/171IZE (1) J47-EACH CITRt111 III A I.TAI, OF (A}„r£3t.tMtIT UMI2£ (2) A7FALN CONtF.AFORAIOTAL. OF 62, 3 qt—r 3 N.T.S. PION VIEW U_ ._ _ THIS DETAIL MAY. BE USED AS AN AI TERNATF GEUME': RIC PATTERN FOR A.LL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT, uJ J LCl!I 0,068' THICK ASTM A283 ySTEEL, TY1 IGII n 3)4.2 SAE GRADE 5 t I ui SHEET METAL SCREWS ¢s FOR CLIPS UP TO S" LONG. UTILIZE (5)-P12 4 { SKEET METAL SCREWS r FOR CUPS LONGER THAN 5", TYP. ,t i H tlTi FORANY CLIP LONGERTHAN 10" UTILIZE (5)-812 SAE GRADE 5 SHEET METAL SCREWS, TYP. d u r O HOLE, WITH ge ANCHOR FROM 1" CLIP ANCHOR 4f.... SCHEDULE,'I'YP. OTHF..R SIMILAR) i 1" CLIP ISOMETRIC DETAIL ISOMETRIC 1 0.0/2" OR 0.123"THICK. ISY" 1: ASM A283 STEEL, TYP. (3)-x12 SAE GRADE 5 HEET METAL SCREWS FOR CUPS 4" LONG. L' UTILIZE (F)-A12 SHEET 2: MVTAL CREWS FOR' jj CLIPS LONGER THAN 4", ry TYP; I X-0 HOLES, NOT TO lll 8E LSEO FOR ANCI!ORS. TYR a ryryry FACTORY-MILLED''/.'O HOLES, %" L!'TIUZE (1) OR (2J ANCHORS .?= FROM 2" CLIP ANCHOR SCHEDULE, TYP. z 2" CLIP ISOMETRIC DETAIL N.T.S. ISOMETRIC MECHANICAL UNIT13'4O'THERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WI'IM Pty=:i0 KSI, 0.125" MIN. THICKNESS, STEEL NOOSING UNITS { (i) YiJ Snf- GRADE s SHEET SHALL BE ASTM A653 Fy-33KSI MIN 1 / ktEIAL SCREWS FOR CLIPS UP TO STEEL, GRADE 33, 22GA MIN.jt-0.OZ94) J 5 ONG, UTIL 2E (5) 5!12 SfICEi ME I AL SCREWS FOR CLIPS LONGER THAN 5". PROVIDE (5) PITCHES MIN PAST THREAD PLANE 0. 068' THTCK.ASTM ' FOR EACH sms, TYP. A283 STEEL CLIP TVP ANCHOR PER BASE OF UNIT SMALL .--Ai1GtflR. BE FLUSH WITH BASESCHEDULE OF CLIP, NO SPACE PERMITTED, TYP .*' SUBSTRATE PER ANCHOR SCHEDULE VARIES) 1" TIE - DOWN CLIP ANCHOR DETAIL 3 3- = 1" DETAIL CLIP IS DI SIGNED FOP, FULL i CONTACT WITH' THE BASE OF EACH MECHANICAL, UNIT, TyP- MFCHANTCAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS .: HALL BE 6063-T6 MIN, ALUMINUM SHEET WITH Pty 30 K>I, 0 125"- (3)•E12 SAE GRAD i SHEET MIN, THICKNESS, STEEL HOUSING UNIT' METAL SCREWS FOR CLIPS 4" SHALL BEASTMA553FY=33KSI MIN' MELONG. SCREWS UTILIZE (FOR12 PS 4" STEEL, GRADE33, 22Gk MIN, (t 0.0299 ). f)) HECI ME-. 1 AL SCREWSFOR CLIPS LONGER THAN 4 PROVIDE (5) PITCHES MIN, PAST THREAD PLANE 0 072° ORFOR EACH SMS, TYP, THICK ASTM A283 STEEL CLIP, T'{P BASE OF UNIT SHALL (1) OR (.) ANCHORS BE. FLUSH WITH DASE f ' t r g t PER ANCHOR OF CUP, NO SPAC E + }[Er ., 3ttl f SCHEDULEPERMITTED, TYP SUB TRATE PER ANCHOR SfJiEA L E' 2" TIE - DOWN CLIP a ANCHOR DETAIL CLIP IS DESIGNED FOR FULL I CONTACT WI BA' E OF EACH 1 ME; HANICA( UNIT, TYP. iii. wF Kt4V/. APS. O.f.., TABLE,1: Vult=175 MPH, EXPOSURE C TABLE 2 : Vult=175 MPH, EXPOSURE D `;rEQY" ` . FOR USE WITH A RISKCATEGORY II STRUCTURE IN'THE HIGH VELOCITY 4WRRICANE ZONE') (FOR USE MATH A RISK CATEGORY 11 STRUCTURE IN THE. HIGH VELOCITY HURRICANE ZONE') c i ALtOWABtE ROOF SOP HEIGHT H --.. u'!• 7F ALLOWA."LE RODF•TOP HEI(H(H „J„_) TIE- DOWNCONFIGURATONTYPE - 7 nE pplYN CONFIGURATION TYPE SURFACE AREA OF UNIT 7 UNIT WRFACEAREAOF fi UNIT UNIT UNITSL LARGESTFIGHT WIDTH i CS C2 CS C4 UN>T'%GEST ( HEIGHT VJI„TH C2 j f2 C3 - Ca 7!-.. " ., r..._._ : __ .+ ,,.,.,: „....._..a .a..... .E WIN6F' 9 ..._32 MA%. 12 NIN' NiA TGRhfiE !, ATCR f H560 Rf T ! SF7.. 3I .MAX 15 M1 INN/A_..". AT GRAO_E' AT__ A H53 fT "6 `47 J I - G+na FT AT GRME NS30tl fT- H<30 FT M 2CQ kT 4.. 4FT' ? AT GRkOE H 2U0 ET AT GRADEHs2t>0 FT ri O. jjpppggg G FT AT GRADN 40 FT AT GRAD H S 20GFT6 F NIA I I s 15 fT, j AT GA.tf)° H 2D0 FT w 9FT 48"MAX; 24 WIN NPA ATGRADE IATGRAOE HSSEOFS 9FI 48"MAX 24" MIN tya GRADE ATGRADE H560FT 12 F i 1. ___ N/A P. Ai GRkIIE i ATGRADE _II <40 fT 2 FT MIA,:... AT GRAD i 'lA AT fRAO NIA AT GRADE NfA AT GRADE iG Fi._. N/A AT GRAOf_ tifA AT CRLpE ( p g MIA- 25 FT° AT Fi0' MAX 48"M:N >... NfA 17 GARDE ATGRADEd. Nih AT GRAOE_i. 30 FT+,. ,..., GO"MAX 48"MIN diA ._ AT A DEMIA ATGRADE ATGWE_ w: I 30fT ... .. k%A FiIA j-. NIA RT OWDE ' m WIXalANTATGRACEG1AMF TABLE15 PE01ICiCI CK WITHLOfAIITHIN I H RHV-Y. WHICH CONTAINSBROWARO AND -THIS TABLE *PERMISSIBLE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BROVVARD AND U a HAVINGJURISOIQION FOR THEAPPLICABILITYMIAMPOADE COUNTIES. CHECK WITH LOCAL AUTHO.RI'1Y HAVINGAMI$UICI ION FOR THE APPLICABILITY z m a OF TH15 TADLE WITHIN CERTAIN FLORIDA COUNTES. OFTH15 TABLE WITHIN CERTAIN FLONDACOUNTIES.o J TABLE 3 : Vult=170 MPH, EXPOSURE C TABLE 4 : Vult=170 MPH, EXPOSURE D G FOR USEWITHA RISKCATEGORYII STRUCTURE^) (FOR USE WITH A. RISK CATEGORY II STRUCTURE •; Q L': '. 0 G IA o z t TIEOD^WNCCON r pF ;OP HEI HT (H) j ALLOWA9LF ROOF -TOP HF CHT HZ ja„ PIGUR. ATION'IYPE TIE -DOWN CONFIGURATION TYPE LU o a MAT MLM.MAXIMUM..-......_ ..,__._ e Z SURT ACC Af POF UNIT UNIT ( Cl % C2 C3 C4 9JR. ACC AREA ('1 C2 f_ C4 UNI. SLARGE'ST HEIGHI WIDTH S LARGEST aEIGI I + UNIT LARGE f 1 EIGHT WIDITH r, i-i u L.... .._..._ FA ------- ATGRADE 6 F, 2d MAX 1 MIN N/A )^T' ^' H _< 200 FT •GO,F7 t iR5160 V".I H 5 100 FT ?, i 6 FT 24" MAX 12" MIN N/A $ H 5 2lM FT µ60 FT c H S0 F` F 5 ZOO v FACE u' AT ADE F" 32"A•1AX) 15"MIN N/A ) tcc I<1 FT ATGRADE H520UfT r dFT= B'""MAX S MtN NiA ATGRADE N/A FsZOO F' n { bO FT' 1{ s 00 PT 'GO F* c H 2G.. FT 6- _ _..,..._ ___._...... e.-_.-...,.. _.. y._.,. I__. ................ A GRACE i aF i AT CRA')F. H52CA FT Hs200 F' H iO:I F'T I 4FTr tis20J FT H5200 FT FS2CO FT E60 fT<HS20U Fl d TH5100F L.._..._. _ .,.._ +""...... ...... _. i W 15 FT I6F"' ! i Al GRADE i H 5 200 FT a H 40 FT H s 2U0 6CF FTij0t'I'' N/A H 200 FT - f 2GD : I' I - .60 FT H : 200 F H T00 , FT S 1$ fCATTGRADE ".,` 1...-.-„..._.,.....»..-«...,.,_. i 9 FT' 48 MAX 1 24" MIN N/A E H 200 FT 4 24SF Ft 9 FT' 1 48" MAX 24" MIN N/A AT GRADE H 5 200 FT E NSE4fT ' EO FT<Hy 200 M. t 12 FT' N, AT GRAOF N/A H S 2M rt ; 12 FT' - NfF N N,rF 1? 5 2CO FT € 60 FT<H., 2D0 FT, _ H 40 irE AT CEO j l6 FT` i N/A I AT GRADE N/A H s 200 PT 18 FT, - N/A MIA S N/ A 60 F;< Hs i pp 111 F [' 3 FT 2D F50 F " ; N!AATGRADEN/A N/A AGRA H 5 200FT26FVt `.TDt N/A sH 0 00 PTI _ ( ...... , i GRADE._ Mt23 tteMIL 25 F" ° N/ A N/A N/A H 30 FT ( 25 FT' - N/A - NJA NIA t TeH5 ,10 P'' I _ _..<... f H6 OO FT _158 AT GRADE. FA . 60 MAX, 49 MIN ' I - .- .. BO"MAX 48;MIN `. RADE sGu rr 1 A t./A N/A 30 FT N; a N(A PJ,IA 3 i" IN± ) FT S N S 1E'J FLW OOFT 95 FT' [ i N/ A N/A ) N,A AT GA.ADE. 36 tl° N•A •.. NIA N/A 47.GRADC i.... _ .,,> .1...,. .. >.._.. . .. .._..__.. ... .. - ,. .__ E, __. ..... ..... _..... .__... .., IS AS AN EXAMPLE., TH15 TABLE IS PEP,MISSISLETO BE USED WITHINPALM BEACH COUNTY. CHECK WITH LOCAL 'AS AN EXAMPLE, THIS TABLE 15 PERN91551BLE TO BE USEO WITHIN PALM REACH COUNTY. CHECKWITH LOCAL AUT4ORl,1' HAVING IURISDiCTION FOR THE APPLICABILITY OF THIS TABLE WIT HIM CERTAIN FLORIDA COUNTIES, AUTHOR.TY HAVINC JURISDICTION FOR THE APPLICABILITY OF THIS TABLE W THIN CERTAIN FLOMOA COUNTIES. A 1 TABLE S : Vult=140 MPH, EXPOSURE B TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) (FOR USE WITH A RISK CATEGORY II STRUCTURE'1 r. _._.._.-...__. ._._....._._. .., ......_. .... HEIGHTA1lQWA6LEROOFTOPHETGHT.iHI AVOWABLE ROOFTOP HEIGHT (H) TIE•OOWN CONnIGURATIONTYPE TIE -DOWN CONFIGURATION TYPE NO MAXIMUM { MAXIMUM .. _... ) SURFACEAREAOF , UNIT I UNIT Cl 1 C2 C3 C4 SURFACE AREA OF UNIT I UNIT C1 C2 C3 C4 UNIT'S LARGEST HEIGHT I WIDTH - UNIT'S LARGEST HEIGHT WIDTH FACE, . Ki qFr i ' 6 FT' 24" MAX 12 MIN- 60 FT H S,200 FT i H __5 200 FT H5 200 FT 6 FT' 24" MAX ` 12" MIN f AT H 5 200 FT H < 200 FT H 5 200 C 9 fT32"MAX !'7.5"MIN .i AT GRADE H5200 FT j HS'200 FT H<_200 FI' 9F?'' j 32"MAX 15"MIN s N/A HS200 FT 7<H520 HS200 Ft, t 1 I 7 4 FT' € H 5 200 FT i H 5 200 FT H 5200 FTH 5 200 FT 4 F-' H 1200 FT H 5 200 FT I H 5 200 FT H 5 200 FT t 0 Z. 6, 1i540 FT H5200 PT HS200 FT H5200 FT 6fT' W ATGRADE H5200 FT H5200 FT ! H5200 FT w..w 3 60FT<H 5200 FT, i } 'fiO FT H518 III-LL 3 9 FT' _48"MAX. 24"MIN?ATGRADE H5200 FT H5200 FT Hs 200 FT i 9FP `48"MNX) i4'MIN ATGRADE H5200 FT H540 OFTH5200 Fi I60FT < H s 200.FT S b w0 T` 16OFT<H580F7. 12 fT' ? ( ATGRADE Ill 200 FT H5200FT i 12FT' 90,E H540FTN/A `I HS200 fT AT GRAD Hs 200 FT I i 60 F, H5200 FT. ;.,. FT<H51 _ 6016 FT'? N/A t HS200 FT .60R<NS100 FT H5200 FTi 16 fT' .N/A H_. 15 FF -AT GAADE- HS20J FT u H515FT20FTIN/A 60fH530F AT GRADEH5200 FT 20FT' I N/A H5200 FT H5200 FT60 FT <H5200 FT _ Z w 60FT<H5FT FT _ _ jj 9 ............. S H 5 .....,... .... t i 60 FT < H 5 200 FT fi0 FT GRADE 5,_. K 25 FT' N/A ATGRADE AT GRADE' H fl 200 FT H v d 26 FT' N/A f <H 580FT200 FT I6D FT NS140 FT, _. J- 60' MAX 48" MIN ._..._. ,..,.__. r.... ..._...., .f... ,.._._...., .t 60" MAX 48 MIN _ .. _ ""`3 . , s_ - Q n O 30 F7' t f N/A M515 FT ATGRADE H5200 FT i 30 FT' ' N/A ATGRADE 'N/A. H52W F7 Zam 0 y 60FT<H 1160 F1; .,._ .__ ( k _ p d 11- 1 I 36 FT' .i N/AA GRADE ATCMDE H, 200 FT I ... .. _ FT 5H5200 0 i - 60 FT<H 580 FT! 36 fT N/A A7 GRADE N/A - 1-•1 - G 60 < TABLE 7 : Vult=140 MPH, EXPOSURE D W o a a S FORUSEWITHARISKCATEGORYIISTRUCTURE') Z. y ALLOWABLEROOIFTOPHEIGH"jH) 'z i "TIE - DOWN CONFIGURATION TYPE a u 0 MAXIMUM S { i SURFACE AREA OF UNR UNIT UNIT'S LARGEST ( HEIGM I WIDTH ! Cl C2 C3 C4 - FACE H 5 30 FT6FT' ! 24" MAX 12 MINI N/A 1, 200 FT ` N 5200 FT 60 FT<H 2O0 FT 9 FT' 32 MAX 15 AT I MIN N/A H5200 FT pF HS140FTjH5200 FT 4 gg I 1 6 60 At GRADE U GGG i 6 4FF' 660 FT 5HS OOFT HS200 FT H5200 FT I H5200 FT I 6FT' F H5200 FT H520OFT H5200 FT H515FT BE 48" MAX 24 MIN N/A H5200 FT 6H5200 FT 0 AT GRADE 12FT N/AH5200FT jLi Y' 0FT<H580 FT tATGRADE' N/A - N/ A ( N 5 200 FT RmrX, tM.NtCqRn4Ft ttt Fr ATIGRADE 15237H 20FT NJA AT GRADE H s 200 FT 60 FT < N S 200 FT _schm. 017141- 25 FT' N/A AT GR`OE N/A' H 5200 FT 60 FT , H 80 FT' . 0" MAX 48" MIN —._..,«, .......... .._ _• __.,.— ` H 5'40 FT I 30 FT' N/A N/A A. 60 FT < H 5 200 FT DL AS A EXAMPLE, THESETABLES ARE PERMISSIBLE TOVI USED URISDI TI BREVARD COUNTY. CHECK WITH LOCALAUTHORITY HAVINGJURISDICTIONATHGRADE120FOR'THE APPLIC ABI UTY OFTH15TABLEWITHINCERTAINFLORIDACOUNTIES. 36 f N/A _ N/A N/A 60 FT < H _< 200 FT i ENGINEERING EXPRESS® 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 EVALUATION 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. v TEST REPORTS Ultimate test loading structural performance has been tested in accordance with j STM'D1.761-88 test standards per test report(s),#TEL.0;1970387A and #TEL 01970387B` by Test JjfjyiOratories, Inc. At STRUCTURAL ENGINEERING:CiALCULATIONS Riised_IE g'n'e-er's Seal.Valid foc Structural engineering calculations have been prepared which {Page 41I_2s 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 3. Minimum Unit Weight Frank. , 4. Maximum Allowable Unit Surface Area ''ldtN11p11i' 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 ENGINEERING t >CIf ttnSL 4/14/2015 BMP Intemational —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 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP. COM UES Project No: 0110.1401008.0000 Workorder No: 9370161-1MUNIVERSALReportDate: 4/16/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Report Client: UES Technician: Alberto Aguirre 2600 Lake Lucien Drive Suite 350 /L Maitland, FL 32751 LCDate Tested: 04/16/2018 Project: Thornbrooke 40s & 50s, SF House Lots ra Area Tested: Lot 317 541 Red Rose Ln Twe of Test; Material: Fill Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Top of Fill Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pcf) optimum Moisture toot DryFieldD Density pcf) Field Moisture Soil Compaction 1%t Fill Depth inch) Pass or Fail 1 Northwest Corner Of Pad 0-1 ft 108.3 10.7 107.9 10.6 100 N/A Pas: 2 Southwest Corner_Of Pad 1-2 ft 108.3 10.7 105.8 9.7 98 N/A Pas: 3 Southeast Corner Of Pad 1-2 ft 108.3 10.7 106.8 10.1 99 N/A Pas: 4 Northeast Corner Of Pad 1-2 ft 108.3 10.7 108.5 9.2 100 N/A Pas: 5 Center Of Lot 2-3 ft 108.3 10.7 105.1 8.7 97 N/A Pas: Remarks: At time of testing footing's have not been expavated.All densities Were done inside the pad area. T ..,,4 ter rr,e o..r,r —,r ,,.per n — 4 — —d,..,W-4 ,fro r;ter .,..,., f— —f -- —a CITY OF SANFORD BUILDING & FIRE PREVENTION D PERMIT APPLICATION Application No:i]= ^7j2 Documented Construction Value: S L200 ce? Job Address: Lj\--j Historic District: Yes No 0/ Parcel ID: Residential DCornmerciai Type of Nkork: New 0 Addition Alteration Repair Demo Chan-e of Use Move Description of,NN''ork: Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name I`. (iU Phone: Street: City,State Zip: Title: Resident of property? Contractor Information Phone- Street:Pvvuv Fa: Cite. State Zip: State License No.: Name: Street: Cite, St, Zip: Bonding Company: Address: Architect/Engineer Information. Phone: Fat: E-mail: _ Nfort-a-e Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT .NIAY RESULT INYOUR PAYING TWICE FOR I;MPROVEJIE.NIDS TO YOUR PROPERTY. A \'O"DICE OF COMMENCEMENT MUST BE RECORDED ANI) POSTED O\ TH.E JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR A\ATTORNEY BEFORE RECORDLNG YOC-R NOTICE OF CONI IENCENIENT. lo': c.-.tor is r_tde to obtain.3.p,nay to do th,e %%ork and installations as indicated. I cz rt(i t' at no %;>c;rk or intailatimi has coo-nme. lced pr:or tothe isSuarce of a Pci-m.it and that all work will b%.perfOrulc'd to illeet st:a2Cla"?.. Of all IdvlS C2 Jtl,aUn3 CU.isirti:aOtl n tili Z ju, sdetion. I understand that a separate permit must be secured for electrical 'fork, plumbing. signs, cells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. ETC: 10 .3 Shall be inscribed %cith the date of application and the code in effect as of that date: ;;h Edition (.1014) Florida Building Code NOTICE-: In addition to the requirements of this pernut. there may be additional restrictions applicaLile to this hropert} that may be, found in the "public records of this cottnty, and there inay be additional per -nuts required from other Q?ov.rnmentai entities such as water manaReinent districts, state agencies, or federal agencies. acceptance of permit is verification that l will notify the owner of the property.of the requirements of Florida Lien Lath, FS % 13. , Thc Cite of Samford requires payment of a plan review f.e 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 venue 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 fi_ttred off the executed contract exceed the acnial constt;tction value. credit will be applied.io your permit fees when the permit,is issued, OWNER'S AFFID.=1VIT: I certify- that all of the forecoing information is accurate and that all cork «will be done in compliance, with all applicable la -,es regulating construction a n ng. SiL;Iature O, Date < aij7_ ru,,t Uur:rAR-nt s Name ? nr Ih'Raitlr: ofNotaid Siat2 of r-ionda Date si 10 tvper/'Agl it is Personally hnoNvn to Me or Produced ID Type of ll) 175017 9, 2018 T* F lm Contractor/kaent is ,i Personalk, IKnown to Me or Produced .ID Type of ID BEL01V IS FOR OFFICE USE ONLY Permits Required: Building E:lmrical i"'Iechanical PlupiloinR Construction Type: Occupancy Use: Total Sq Ft of Bldg: Nfin. Occupancy Load: New Construction: Electric - - of Anlps Fire Sprinkler- Permit: Y s No - of Heads APPROVALS: ZO'NENG: E\GI\tEERLNG: COMMENTS: UTILITIES: FIRE: Gas Roof Flood Zone: r of Stories: Plumbing - r of 'Fixtures Fire alarm Perm t,: Yes No [—I WASTE WATER: BUILDING: i39F'js d: Jt1 .fit. 2G1> l'.: ::`, 2iC'iCiOr7. SCt3DIVISION: I jOD y-r) t--5)-o 0 k1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S ( Y fs Job,Address: ( Reel L Historic District: Yes No Parcel iD:71ioy- Enclicii 31 :: :* 110 :G' j( A1(e tk Resideot al,X Commercial Type of Work: Ne"X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Ian Revieve:ContactPerson: Phone: Fax: Title: Email: Property Owner Information Nam-Tt± e '" S YZ Street: City, State Zip: Phone: R60ent,of property? Contractor Information Nance NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 20K Strect: 63.10 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522- City, State Zip: MABLETON, GA 30126 State License No Architect/Engineer Information Name St'ect: City, St, Zip Bonding.Conlpany: Address: Phone: Fax: E-mail: Mortgage Lender: Address: CFC1426562 N\'ARNING TO O\N'NER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENTMAV RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE Or COMMENCEMENT MUST BE RECORDED AND POSTED ON THEJOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINAN( NG, 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 a'II workwill be performed to meet standards of all laws regulating construction 1 this jurisdiction. I understand ,thlat a separate permit must he secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105. 3 sb all:be itisceibed with the date of ;application and the code in effect as of tkal dale: 'a' 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;applicabic to, this property that may be found in the public records of this county, and there i1n,ay 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 ofthe property of the requirements -of Florida Lien Law, FS 713, The,City 'f' oSanford requires payment of a plan review fe&,-,it the time of permit Submittal. A,c,opy ofthe executed contract is required in order to'calculate a plan review charge and will be, considered the estimated construction value or the job at the time Ofsubmittal: The actual construction value will be, figured based on the current ]CC Valuatiori Table in effect at the time the permit is iss0ed, 'in accordance with local ordinance. Should calculated chargesfigured off,the executed contract exceed the actual constr uction Value, credit will be applied to )'-Out- 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 Applic able laws regulating construction and zoning. Signature ol"OAi9er/Agent Date Signature ofCont117car/Agent to Print Owner/Agent's Name Signature of Notary -State of loridn Date OyVnier/ Agent is Personally Known to Me,or Contractor/Agent is Produced ID Type of ID Produced ID, BELOW IS FOR OFFICE USE ONLY Me or, Permits Required: BL[ildingR ElcctricalR M'echanicalFj Plunibln,gE] GasF1 RoofF1 Construction Type: 0ectipancy Use: Flood Zone:, Total Sq Ft of Bldg: Min, Occupancy Load: New Construction- Electric -# of Amps Fire Sprinkler Permit: YesF-1 NoF-1 4 of I -leads — APPiROVALS: ZONING: UTILITIES,: of Stories:, Plumbing - # of Fixtures Fire Alarm Permit; YesFj No [] WASTE WATER: ENGINEERING: FIRE. BUILDING: COMMENTS: Revised, June 30. 2015 Perrnit Appli6ation