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477 Red Rose Ln 17-1950; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000424 BUILDING PERMIT NUMBER: 17-10000424 DATE: July 06, 2017 3015/1)4 UNIT ADDRESS: RED ROSE IN 477 21-19-30-510-0000-3010 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 1AITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 477 RED ROSE LANE THORNBROOKE PH 4 LOT 301 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 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT `M — RECEIVED BY i V ' '`' "IGNATURE : V ` ' , PLEASE PRINT NAME) , ( _ V" DATE: 1 j NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT + NOTE** . PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. 0 0/ PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel ID Number: 2J-19-30-St0-0000-30j 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT 11A_OYr SEM MOLE COUNTY C:I..EE;KK OF CIRCUIT COURT ct COMPTROLLER I- 891r° F'3 6€ (1F'as) CLERK'S IL,20/7069103 RECORDED 117/07/2017 03-24-''1'5 P11 REi_UIitU1hIG FEES $10.00 RECORDED BY I7devore 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. l . Description of property : LOT 30J Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Boo4LPag of the public records of Seminole County, Florida. Addresses : Q/&w-- Sanford FL 2. General description of improvements : Single Family Home 3. 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 : (%/* Signature of Owner's Agent : c. hn Asa Wright Taylor Morrison of Flori c. Sworn to and subscribed before me this by John Asa Wright who ' personally known to me. Notary Public DA Clark My commission expires: 6/27/19 ::;,c M CpQ e`daN Serial No. FF 209108 Notary Signature: 4 r 2y S)W CER*CPA-NT i+.r;1_0Y dtCLEiCOURT ;.:: RR p/p L ® Y'TA7EANtSEi/FLORIDA i;....... r: Rv, DEPUTY CLERK REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1 I— l"1<-) 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 Adflrnee• It9% aK DnS ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Inspection Descri tionMinMax 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICALPERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 L CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 0 Documented Construction Value: $33<839(,-co i+ Job Address: 6&4 La P-e Historic District: Yes No 0 Parcel ID: a1-19-30- 510 -0000- Sal 0 Residential R Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move ' Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: 361 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: 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.: Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: N/A Address: Phone: Fax: CBC1257462 E-mail: Mortgage Lender: N/A Address: v0 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. W_ 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: Sth Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of O er/Agent 1 e I Signature o o ctor/Agent Date / TAYLOR MORRISON OF'AORIDA INC Print Owner/Agent's Name Signature of Nota -St orida Da tear Pt/, MY COMMISSION # FF 209108 EXPIRES: June 27, 2019N4,.'0-4rBonded Thru Budget Notary Services JOHN ASA T Print Contra Name Signatur otary-State of Florida Date Sr. 0.YP& D. A. CLARK MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 N117E0FF'.00 Bonded Thru Budget Notary Services Owner/ Agent is YFS Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced fD NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[ Electrical [r Mechanical [5" Plumbing[3 Gas[] Roof Construction Type: 4 Occupancy Use: Flood Zone: A, tTgG ED Total Sq Ft of Bldg: ?QJ•/-7 Min. Occupancy Load: 1 # of Stories: Z New Construction: Electric - # of Amps /p Plumbing - # of Fixtures 2.3 Fire Sprinkler Permit: Yes No I # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: 13 bl UTILITIES: 6 --Z1 WASTE WATER: ENGINEERING: wtXC,-1.3--ZPtJ FIRE: Ok to construct single family home COMMENTS: _ with setbacks and impervious area shown on plan. BUILDING: 4F &- 7- 11 Revised: June 30, 2015 Permit Application Pi,18!%31P4 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: 477 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3010 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY r U Flood Zone: X Base Flood Elevation: NSA 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 FEW The parcel is not in the: FEW 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#17-1950 Reviewed by: Michael Cash, CFM Date: July 3, 2017 Application for Right -of -Way Use for Driveway,Walk& Landscape 0 R 10,1 Walkway ansca p F —18,1 Department of Planning & Development Services www.sanfordn.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 10- location of the existing right—of-way and use shall be provided or application could be delayed. N.Y/ 0 Mr 3 O ( Know combs below, Call before you dlg. 1. Project Location/Address: 4-11 Led kd5< LA i,- 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date GPI,' V r /+ / Coomplpletion Date Emergency Repairs 4. Brief Description of Work: MIAF IA !"K /V4 WA This application is submitted by: Property Owner. Signature: Address: _ /i_J W UJ1J1JAL , LPI Phone:4o?-47-6? 0 Fax - Print Name: / 404 ' r /gem l*W&S Maintenance Responsibilities/Indemnification 9 Date: G -;i J The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the 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 I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: _ _ _ 4 - " - " I • This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 6401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: September 2010 ROW Use Driveway.pdf SCPA Parcel View: 21-19-30-510-0000-3010 http://parceidetaii.scpafl.org/Parce]Detaillnfo.aspx?PID=21.19305100... Property Record Card Parcel: 21-19-30-510-0000-3010 Owner: TAYLOR MORRISON OF FL INC scw oo L oovrry aoaao Property Address: FL Parcel Information Parcel 21-19-30-510-0000-3010 Owner TAYLOR MORRISON OF FL INC Property Address FL Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions EQ7 ems— Seminole County GIS Legal Description LOT 301 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Value Summary 2017 Working 2016 Certified Values Values Valuation Method CosUMarket Cost/Market Number of Buildings 0 i 0 Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) 26,050 0 Land Value Ag 0 JusUMarketValue" 26,050 0 Portability Adj 0 Save Our Homes Adj 0 0 Amendment 1 Ad' 0 0 P&G Adj 0 0 Assessed Value 26,050 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 26,050 0 26,050 Schools 26,050 0 26,050 City Sanford 26,050 0 26,050 SJWM(Saint Johns Water Management) 26,050 0 26,050 County Bonds 26,050 0 26,050 Sales Description Date Book Page Amount Qualed VaGlmp No Sales Find Comparable Sales Land Building Information Permits Permit # Description Agency Amount I CO Date Permit Date 1 of 2 6/22/17, 2:24 PM taylor morrison Homers I sp red by You TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family (Lots in "Phases 4 and 5 Address:. Ld cog LAktA_ Lf-11 This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and 5. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Signature Ge ot2Gi (GSoV In ed Name Signature A,Lc-r c-. Printed Name Owner Brian Brunho er President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE / The forego'$ instrument was acknowledged before me this 2017, Ib B Ian Brunhofer as President for Taylor Morrison of who is personttk meme. e C SSIOhi 3 VOA s129, I o .y Notary Publi at Florida Print Name: 1. 4FF0424T Y p <; vygonr` n r e M /C ommission Expires: 9, lc\ Or r F 3491w0 day o , Florida, Inc. RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot300lT hornbrookeDarlingtonBGRSW 0f .&*-#- Builder Name: TaylorMorrisonnJAVIcP Street: q11 kove Permit Office: vo City, State, Zip: FL , SOb44 -+( Permit Number: % - 1 9 5 0 Owner: Jurisdiction: 691500Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1482.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area above grade (ft2) 2582 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. Duuctct s R= ft211. Rft27. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.464 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) •,R= 13.00 ft2 15. Credits Pstat Glass/ Floor Area: 0.142 Total Proposed Modified Loads: 69.30 PASS Total Baseline Loads: 76.61 P 1 7 7 1 hereby certify that the plans and specifications covered by Review of the plans and OoliE ST,q?, this calculation are in compliance with the Florida Energy specifications covered by this indicates Code. calculation compliance„ with the Florida Energy Code. nlift-, PREPARED BY: Before construction is completed u DATE: 511B1-1.7 this building will be inspected for compliance with Section 553.908 0 ' a I hereby certify that this building, as designed, is in compliance Florida Statutes. C0D withtheFloridaEnergyCode. OWNER/ AGENT: Wt BUILDING OFFICIAL: DATE: DATE: 8-1- nCompliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 11403.2.2.1. 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. 5/ 18/2017 4:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 1907:7 UI:ZIBU&II1SC! PROJECT Title: Lot301ThornbrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 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 Block1 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ____ ____ 13 ft' 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ftz 0.29 0 0.71 3 Floor Over Other Space 2nd Floor ____ ____ 1102 ft' 0 0 0 1 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 1655 ftZ 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC in) Area RBS IRCCV # Type Ventilation Vent Ratio (1 1 Full attic Vented 300 1480 ftZ Y N 5/18/2017 4:51 PM 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 Under Attic (Vented) 1st Floor 30 Blown 13 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below 1t Ornt T_o Wall -Type Space R-Value Ft In 1-In A_r ea---R_Value-Eracbon Absor..-Grade_!o- 1 NE Exterior Frame - Wood , 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 3 SE Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 4 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 5 SW Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 7 W Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 8 NW Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 9 NW Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft2 0 0 0.6 0 10 Garage Frame - Wood 1 st Floor 13 26 2 9 4 244.2 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 39 2 9 8 22 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 ne 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 ne 1 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 ne 2 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 ne 2 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 5 se 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 se 4 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 sw 5 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 w 7 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft2 10 ft 0 in 0 ft 4 in None None 9 nw 8 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 nw 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 nw 9 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft2 1 ft 0 in 11 ft Bin Drapes/blinds None 12 NW 9 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft Bin Drapes/blinds None 5/18/2017 4:51 PM 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 1 455 ft2 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 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 v # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft2 Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 5/18/2017 4:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingan HeatinJan Feb Feb Mar X Mar A r Apr I Ma May X Jun Jun X Jul 4JulAug rjAugf Se Sep Oct Oct Nov Nov Dec X Dec Ventin Jan Feb X Mar l A r May Jun lJul Au Se [ Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 5/ 18/2017 4:51 PM 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* = 90 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft 2 b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area (ft2) 2582 b. N/A R= ft2 c. N/A R= ft2 7. Windows" Description Area 11. Ducts R ft 2 a. U-Factor: Dbl, U=0.34 295.74 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 72.00 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.464 ft. b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 b. Conservation features c. other (see details) R= 13.00 ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:% Date: Address of New Home: 417 k ed kue to KAe. City/FL Zip: yOFZHES7.,43, . QQ Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 5/18/2017 4:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL --AIR Manual S Compliance Report HEATING • = CGN111MUMNG ahu 1 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 Job: Lot301Thorn brookeDarli... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 18758 Btuh Entering coil DB: 76.2°F Outdoor design WB: 76.3°F Latent gain: 2611 Btuh Entering coil WB: 62.9'F Indoor design DB: 75.0°F Total gain: 21368 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19275 Btuh 103% of load Latent capacity: 3312 Btuh 127% of load Total capacity: 22588 Btuh 106% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 20252 Btuh Entering coil DB: 68.8°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22437 Btuh 111% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 83% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. c i htsoftf 2017- May-18 16:1ge 1 wr9Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 A' CK ...ngtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW RDEL-AIR Manual S Compliance Report Job: Lot301Thorn brookeDarli... Date: 6/4/2014 HEATING • AGi CON01110HING ah u 2 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 Pr• • • For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 16404 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3'F Latent gain: 2941 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 19345 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer' s Performance Data at Actual Design Conditions Equipment type: SplitASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17766 Btuh 108% of load Latent capacity: 3199 Btuh 109% of load Total capacity: 20965 Btuh 108% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13620 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230`++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. WI' 1 htSOft$ 2017- May-1816:11:06 i+ 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCA... ngtonBGRSW\Lot301Thorn brookeDarlingtonBGRSW. rup Calc = MJ8 House faces: SW DEL -AIR Component Constructions Job: Lot301Thorn brookeDarli... Date: 6/4/2014 REAM • AM CONUmUMNO 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: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/W-T W-T/Btuh BtuhV Btu Btuh/ft' Btu Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A- 2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" 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 ne 200 0.091 13.0 2.58 515 2.34 469 se 461 0.091 13.0 2.58 1186 2.34 1079 sw 240 0.091 13.0 2.58 618 2.34 562 nw 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 ne 150 0.201 0 5.69 851 4.35 651 se 470 0.201 0 5.69 2671 4.35 2044 sw 51 0.201 0 5.69 292 4.35 223 w 23 0.201 0 5.69 130 4.35 99 nw 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6619 4.35 5064 222 0.091 13.0 2.58 571 1.44 320 Windows 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, ne 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it ne overhang ( 5 ft window ht, 1 ft sep.); 6.67 ft head ht se sw nw all 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, ne 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft se overhang ( 6.3 ft window ht, 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" ne gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 10C- v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/ 8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (8 ft window ht, 0. 33 ft sep.); 6.67 ft head ht 30 0.340 0 9.62 289 22.9 687 40 0.340 0 9.62 385 22.9 915 30 0.340 0 9.62 289 21.9 656 30 0.340 0 9.62 289 21.9 656 15 0.340 0 9.62 144 22.9 343 145 0.340 0 9.62 1395 22.5 3258 58 0.340 0 9.62 561 22.9 1334 39 0.340 0 9.62 374 23.5 913 97 0.340 0 9.62 935 23.1 2247 72 0.580 0 16.4 1182 32.0 2302 23 t. * wrightsoft" Right -Suite® Universal 2017 17.0.16 RSU24011 ACCA... ngtonBGRSW\Lot301ThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW 0. 340 0 9.62 225 8.77 205 2017- May-18 16:11:06 Page 1 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 6 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 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, nw 5 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 19 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 22 0.390 0 Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 C * wrightsoft` Right -Suite® Universal 2017 17.0,16 RSU24011 A...ngtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW 9.62 58 22.9 137 9.62 48 22.9 115 9.62 185 22.9 441 11.0 243 12.0 264 0.91 1343 1.42 2099 1.41 18 0.71 9 28.0 4140 0 0 2017-May-18 16:11:06 Page 2 DEL --AIR Component Constructions HEATING • AIN CONORIONING a h u 1 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 Job: Lot301Thorn brookeDarli... Date: 6/4/2014 By: FJF Location: Indoor: Heating Orlando Intl AP, FL, US Indoor temperature (°F) 70 Elevation: 95 ft Design TD (OF) 28 Latitude: 280N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 13A- 2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 112" gypsum board int fnsh Partitions Cooling 75 18 50 46. 4 Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain ft2 Btuhm2-0F ft'-°F/Btuh Btu hRh Btu Btu h/ft' Btu ne 150 0.201 0 5.69 851 4.35 651 se 470 0.201 0 5.69 2671 4.35 2044 sw 51 0.201 0 5.69 292 4.35 223 w 23 0.201 0 5.69 130 4.35 99 nw 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6619 4.35 5064 12C- Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 222 0.091 13.0 2.58 571 1.44 320 wood frm, 16" o.c. stud Windows 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr inns, 1/4" gap, ne 58 0.340 0 9.62 561 22.9 1334 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft se 39 0.340 0 9.62 374 23.5 913 overhang ( 6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 23.1 2247 2A- 2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" ne 72 0.580 0 16.4 1182 32.0 2302 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 10C- v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 23 0.340 0 9.62 225 8.77 205 1/ 8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (8 ft window ht, 0. 33 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, nw 5 0.340 0 9.62 48 22.9 115 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 19 0.340 0 9.62 185 22.9 441 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 22 0.390 0 11.0 243 12.0 264 C wri htsoft• 2017-May-18 16:11:06 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 A... rlgtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 13 0.032 30.0 0.91 12 1.42 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 19 wre htsoft 2017-May-18 16:1ge 49Right -Suite® Universal 2017 17.0.16 RSU24011 Page ngtonBGRSW\Lot301Thorn brookeDarlington BGRSW. rup Calc = MJ8 House faces: SW DEL -AIR Component Constructions Job: LOt301Thorn brOOkeDarli... Date: 6/4/2014 mina • am cOmimotaNG ahu 2 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 AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (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 Cig HTM Gain ft' Btuh/ft2-°F ft2-°FBtuh Btuh/ft2 Btu Btuh/W Btu Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int ne 200 0.091 13.0 2.58 515 2.34 469 fnsh, 2"x4" wood frm, 16" o.c. stud se 461 0.091 13.0 2.58 1186 2.34 1079 sw 240 0.091 13.0 2.58 618 2.34 562 nw 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, ne 30 0.340 0 9.62 289 22.9 687 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft ne 40 0.340 0 9.62 385 22.9 915 overhang ( 5 ft window ht, 1 ft sep.); 6.67 ft head ht se 30 0.340 0 9.62 289 21.9 656 sw 30 0.340 0 9.62 289 21.9 656 nw 15 0.340 0 9.62 144 22.9 343 all 145 0.340 0 9.62 1395 22.5 3258 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 6 0.340 0 9.62 58 22.9 137 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang ( 3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16CR- 30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 1469 0.032 30.0 0.91 1331 1.42 2080 gypsum board int fnsh Floors 20P- 19t: Fir floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 C wri htsoft" 2017-May-18 16:11:06 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 ACC - A ... ngtonBGRSW\Lot301Thorn brookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW DEL AIR Project Summary KAM • wn COMM01UNG 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 Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 2/15/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 IF Heating Summary Structure 26200 Btuh Ducts 7672 Btuh Central vent (0 cfm) 0 Btuh Job: Lot301Thorn brookeDarli... Date: 6/4/2014 By: FJF Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 25274 Btuh Ducts 9888 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33872 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Infiltration Equipment sensible load 35162 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area ( ft2) 2582 2582 Equipment latent load 5551 Btuh Volume ( ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment total load 40713 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref. n/a Coil n/a AHRI ref. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017- May-18 16:11:06 wrightsoft, Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ACCK... ngtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW Project Summary Job: Lot301Thorn brookeDarli®ELAIR ... Date: 6/4/2014 N= NO • AIR C0NOn10NIN0 ahu 1 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: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 2/15/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 16877 Btuh Ducts 3375 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 20252 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area ( ft2) 146 146 Volume ( ft3) 13715 13715 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 88 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 7045677 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 15631 Btuh Ducts 3126 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Equipment sensible load 18758 Btuh Latent Cooling Equipment Load Sizing Structure 2611 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2611 Btuh Equipment total load 21368 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.041 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.88 Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' RSU24011 2017- May-18 16:1e RightSuite® Universal 2017 17.0.16 Page 2 ngtonBGRSW\ Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW DEL -AIR Pro ect Summary Job: Lot301Thorn brookeDarli... 1 y Date: 6/4/2014 WATING• GWCGNQITIGNING ahu2 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: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 2/15/17 JA o[ WISTINo Weather Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9323 Btuh Ducts 4297 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13620 Btuh Infiltration Method Construction quality Fireplaces Orlando Intl AP, FL, US Simplified Average 0 Heating Cooling Area ( ft2) 111g 111g Volume ( ft3) 13223 13223 Air changes/hour 0.44 0.22 Equiv. AVF (cfm) 97 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 7045677 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 9643 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Equipment sensible load 16404 Btuh Latent Cooling Equipment Load Sizing Structure 1554 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2941 Btuh Equipment total load 19345 Btuh Req. total capacity at 0.75 SHR 1.8 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230"++TDR AH R I ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.051 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 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` Right 2017 17.0.16 RSU24011 2017- May-18 16:11:06 C - Suite® Universal Page 3 ACCP.... ngtonBGRSW\Lot301ThornbrookeDarlington BGRSW. rup Calc = MJ8 House laces: SW EL -AIR Right-J® Worksheet KRMG' = C01W= °"G 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: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 ft 147.9 ft 3 Room height 9.2 ft 9.3 ft 4 Room dimensions 5 Room area 2939.3 ft2 1470.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) 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 V)J.. ,. 12C Osw. 6.601 ne 2.58; f34 270 200 515 469._ 0 0 0, 0 E-{ C 2A 2ov 0.340 ne 9.62 22.89 30 0 289 687 0 0 0 0 2B- 2fv_.., _..,.._ . 0.340 ne 9.62 2289 40 0 385 915.._ Q 0, Q Vj 13A-2ocs 0.201 ne 5.69 4.35 280 150 851 v 651 280 0 150 851 651 11 G 2A-2ov 0.340 ne 9.62 22.89 58 0 561 1334 58 0 561 1334 2A- 2ovd 0.580 ne 16.41 31.98 72 0 1182 2302 72 0 1182 2302 12C- 0sw 0.091 se ' 2.58 2.34 491 461 1186 1079 0 0 0 0 G, 2A-2ov. 0.340 se 9.62, 21.87 30 4 289 656 0 0.... 0. 0 V 13A-2ocs 0.201 se 5.69 4.35 508 470 2671 2044 508 470 2671 2044 t- G2A-2ov 0.340 se 9.62 23.50 39 0 374 913 39 0 374 913 Vf1 . 12C-Osw _ _ 0.001 6w 2.58 2.34 270 240 618' 562 0 6 6 0 G 2A2ov- _.......-- 0.340....sw.....9.62 21,87 30 4 289 656 A.....__ 0 0.. 0, W 13A-2ocs 0.201 sw 5.69 4.35 51 51 292 223 51 51 292 223 VtJ 13A-2ocs ' 0.201 w 5.69. 4.35 46 23 130 99 46 23 130 99 10C, v .. -.. _... 0.340 w - 9,62 8,77 23 23 225 205 23 2$ 225. 205 12C- Osw 0.091 nw 2.58 2.34 491 470 1209 1100 0 6 0 0 2A- 2ov 0.340 nw 9.62 22.89 6 0 58 137 0 0 0 0 2A- 2ov 0.340 nw 9:62 22.89 15 0 144 343 0 0 0 0 13A- 2ocs 0.201 nw 569 4.35 494 470 2675 2046 494 470 2675 2046 2A- 2ov 0.340 nw 9.62 22.89 5 0 48 115 5 0 48 115 2A- 2ov 0.340 nw 9.62 22.89 19 0 185 441 19 0 185 441 I- D 12C- Osw 0.091 2.58 1.44 244 222 571 320 244 222 571 320 11DO 0.390 n 11.04 11.99 22 22 243 264 22 22 243 264 C 16CR-30ad. _ 0.032 0.91 1.42 1483 1483 1343 2099 13 13 12 19 F 20P-19t 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl ' ", _ 0.989 27.99 0.00 1470 148, 4140 0 t470 148 4140 0 6 c) AED excursion 0 0 Envelope loss/gain 20489 19671 14160 10976 12 a) Infiltration 5711 1809 2717 861 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/ other 2415 2415 Subtotal ( lines 6 to 13) 26200 25274 16877 15631 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26200 25274 16877 15631 15 Duct loads 29% 39% 7672 9888 20% 20% 3375 3126 Total room load 33872 35162 20252 18758 Air required (cfm) 16801 16801 1 840 840 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsof - 2017-May-1816:11:06 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 1 ngtonBGRSW\ Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW DEL -AIR Right-M Worksheet 1 AM CO mu M 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: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 it 3 Room height 9.0 ft 4 Room dimensions 5 Room area 1469.3 ftz Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ftz °F) Btuh/ftz) or perimeter (it) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V)/ 12C Osw ' 0.091 ne 2.58' 2.34 270 206 516 469 2A- 2ov 0.340 ne 9.62 22.89 30 0 289 687 L-- LC 26 2fv 0.340 ne 9.62 22.89 40 0 385 915 13A- 2ocs 0.201 ne 5.69 4.35 0 0 0 0 11 2A-2ov 0.340 ne 9.62 22.89 0 0 0 0 II 2A-2ovd 0.580 ne 16.41 31.98 0 0 0 0 y/ 12C-Osw 0.091 se 2.58 2.34 491 461 1186 1079 G 2A-2ov 0.340 se,, 9.62 21.87 30 4 289 656 J 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 16 2A-2ov 0.340 se 9.62 23.50 0 0 0 0 12C- Osw 0.091 sw 2.58 2.34 270 240 618 562 2A- 2ov 0.340 sw 9.62 21.87 30 4 289 656 W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 V 1 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 G 10C-v 0.340 w 9.62 8.77 0 0 0 0 12C- Osw 0.091 nw 2.58 2.34 491 470 1209 1100 2A- 2ov 0.340 nw 9.62 22.89 6 0 58 137 L= 2A-2ov 0.340 nw 9.62 22.89 15 0 144 343 V)/ 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 l- LG 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 12C- Osw 0.091 2.58 1.44 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 1469 1469 1331 2080 F 2OP-19t 0.050 1.41 0.71 13 13 18 9 F 22A-tpl _ 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6329 8695 12 a) Infiltration 2994 948 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 9323 9643 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9323 9643 15 Duct loads 460% 70% 4297 6761 Total room load 13620 16404 Air required (cfm) 1 8401 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-May-18 16:11:06 AGCP. Right - Suite® Universal 2017 17.0.16 RSU24011 Page 2 ngtonBGRSW\ Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW 1 DEL -AIR Right-J® Worksheet ams-= ahu 1 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: Lot301ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.9 it 42.0 it 3 Room height 9.3 it 9.3 it heat/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1470.0 ft2 263.5 ft2 Ty Construction U-value Or HTM Area (itz) Load Area (ft2) 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 W 12C-Osw 0.091 ne 0.00 0:00 0 0 0 0 0 0 0 0 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 011-_-( 2B-2fv 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 V 13A-20cs 0.201 ne 5.69 4.35 280 150 851 651 145 86 491 376 11 G 2A-2ov 0.340 ne 9.62 22.89 58 0 561 1334 58 0 561 1334 I 2A-2ovd 0.580 ne 16.41 31.98 72 0 1182 2302 0 0 0 0 Vi-C 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0,340 se 0.00 0.00 0 0 0 01 0 0 0 0 l 13A-2ocs 0.201 se 5.69 4.35 508 470 2671 2044 89 89 504 386 I--G 2A-2ov 0.340 se 9.62 23.50 39 0 374 913 0 0 0 0 12C-Osw 0.091 sw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-20cs0.201 sw 5.69 4.35 51 51 292 223 0 0 0 0 13A- 2ocs 0.201 w 5.69 4.35 46 23 130 99 0 0 0 0 1OC- v 0.340 w 9.62 8.77 23 23 225 205 0 0 0 0 12C- Osw 0.091 nw 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 12A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 Val 13A-2ocs 0.201 nw 5.69 4.35 494 470 2675 2046 159 159 902 690 2A- 2ov 0.340 nw 9.62 22.89 5 0 48 115 0 0 0 0 L 2 2A-2ov 0.340 nw 9.62 22.89 19 0 185 441 0 0 0 0 12C- Osw 0.091 2.58 1.44 244 222 571 320 0 0 0 0 11DO 0.390 n 11.04 11.99 22 22 243 264 0 0 0 0 C 16CR-30ad . 0.032 0.91 1.42 13 13 12 19 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1470 148 4140 0 264 42 1176 0 6 c) AED excursion 0 59 Envelope loss/gain 14160 10976 3634 2844 12 a) Infiltration 2717 861 771 244 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/ other 2415 600 Subtotal ( lines 6 to 13) 16877 15631 4405 3919 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16877 15631 4405 3919 15 Duct loads 20% 20% 3375 3126 20% 20% 881 784 Total room load 1 20252 118758 5286 4702 Air required (cfm) 840 840 219 211 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-May-1816:11:06 ACCA Right -Suite® Universal 2017 17.OA6 RSU24011 Page 3 rgtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW. rup Calc = MJ8 House faces: SW 1' DEL -AIR rrtmas • nm camnogxc Right-M Worksheet ahu 1 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: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 ft 0 ft 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 Room dimensions 12.0 x 8.0 ft 6.5 x 7.5 It 5 Room area 96.0 ft2 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-*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-Osw 0.091 ne m 0.06 0.00 0 6 0 6 0 0 0 0 T LG 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 2B- 2fv 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 II 2A-2ovd 0.580 ne 16.41 31.98 0 0 0 0 0 0 0 0 Val 12C-Osw 0.091 se 0.00 0.00 0 0 0 0' 0 0 0 0 1_ G 2A-2ov 0.340 se 0.00, 0.00 0 0 0 0 0 0 0 0 1 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 T- G 2A-2ov 0.340 se 9.62 23.50 0 0 0 0 0 0 0 0 y/ 12C-0sw 0.091 sw d. 0.00 0.00 0 0 0 0 0 0 0 0 t- C 2A-20v 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 yJ 13A- 2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 G 1OC- v 0.340 w 9.62 8.77 0 0 0 0 0 0 0 0 12C-0sw 0.091 nw, 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 GGG 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 VLt13A-2ocs 0.201 nw 5.69 4.35 112 112 637 487 0 0 0 0 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 Fi 12C- Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR- 30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P- 19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion 43 0 Envelope loss/ gain 973 444 0 0 12 a) Infiltration 220 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1193 514 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1193 514 0 5 15 Duct loads 200% 20% 239 103 201/6 20% 0 1' Total room load 1432 6171 0 6 Air required ( cfm) 59 28 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright50ft" Right - Suite® Universal 2017 17.0.16 RSU24011 2017-May-18 1 :11: 4 gtonBGRSW\ Lot30lThornbrookeDarlingtonBGRSW. rup Calc = MJ8 House faces: SW g DEL -AIR Right-M Worksheet iuma-=comm„°'m ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 It 21.0 It 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 5. 5 x 3.5 It 19. 3 ft2 1. 0 x 146.5 It 146. 5 ft2 Ty Construction U-value Or HTM Area (fie) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/it2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Ut/ 12C-0sw 0.091 ne 0.00 0.00 0 6 0 0 0 6 0 0 2A- 2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 L_ CG 2B-2fv 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 ne 16.41 31.98 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov _ 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 VVa ll 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 se 9.62 23.50 0 0 0 0 0 0 0 0 12C- 0sw 0.091 sw 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20v 0.340 sw 0.00. 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 51 51 292 223 W 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 Y_ G 10C-v 0.340 w 9.62 8.77 0 0 0 0 0 0 0 0 0. 091 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 LLLL12C-Osw E 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 V J 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 145 125 713 545 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 Imo_ GG 2A-2ov 0.340 nw, 9.62 22.89 0 0 0 0 19 0 185 441 fi 1- D 12C- Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91, 1.42 0 0 0 0 0 0, 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 19 0 0 0 147 21 588 0 6 c) AED excursion 0 117 Envelope loss/gain 0 0 1778 1327 12 a) Infiltration 0 0 386 122 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 0 Subtotal ( lines 6 to 13) 0 5 2164 1449 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2164 1449 15 Duct loads 20 % 200% 0 1 20 % 20% 433 290 Total room load I I 0 6 2596 1739 Air required (cfm) 0 0 108 78 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 11- wrightsoft" 2017-May-18 16:11:06 4tP. Right - Suite® Universal 2017 17.0.16 RSU24011 Page 5 ngtonBGRSW\ Lot 301ThornbrookeDarlingtonBGRSW. rup Calc = MJ8 House faces: SW QDNameEL-AIR Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 it 4.0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 4.0 x 11.5 it 4.0 x 11.5 it 5 Room area 46.0 ft2 46.0 ft2 Ty Construction U-value Or HTM Area (it2) Load Area (ft2) Load number Btuh/ft2-0F) 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 UJ 12C-Osw 0.091 ne 0.00 0:00 0 0 0 6 0 0 0 0 2A- 2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 L- CG 28-2fv 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 L 2A-2ovd 0.580 ne 16.41 31.98 0 0 0 0 0 0 0 0 Vf/ 12C-Osw 0.091' se 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 t- G 2A-2ov 0.340 se 9.62 23.50 0 0 0 0 0 0 0 0 W G W 12C- Osw 2A- 2ov 13A- 2ocs 0. 091 0. 340 0. 201 sw sw sw 0. 00 0. 00 5. 69 0. 00 0. 00 4. 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t_ C 13A- 2ocs 0.201' w 5.69 4.35 0 0 0 0 0 0 0 0 1OC- v 0.340 w 9.62 8.77 0 0 0 0, 0 0 0 0 12C- Osw 0.091 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 nw 5.69 4.35 37 37 212 162 37 32 184 141 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 5 0 48 115 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 46 4 112 0 46 4 112 0 6 c) AED excursion 61 36 Envelope loss/gain 324 102 344 291 12 a) Infiltration 73 23 73 23 b) Room ventilation 0 0 10 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 600 0 Subtotal ( lines 6 to 13) 398 725 417 314 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 398 725 417 314 15 Duct loads 20% 20% 80 145 20% 20% 83 63 Total room load 477 870 501 377 Air required (cfm) 20 39 21 17 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof[' 2017-May-18 16:11:06 A'- CP. Right - Suite® Universal 2017 17.0.16 RSU24011 Page 6 ngtonBGRSW\ Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW DEL --AIR ramwo • = CONOMMM Right-M Worksheet ahu 1 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: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 It 10.0 It 3 Room height 9.3 it heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 20. 5 x 14.5 ft 297. 3 ft2 1. 0 x 210.0 ft 210. 0 ft2 Ty Construction U-value Or HTM Area (w) Load Area (ft2) Load number Btuh/ft2-*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 Vf1 12C-Osw 0.091 ne 0.00 0.00 0 0 0 6 0 0 0 0 2A- 2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 L G 2B- 2fv 0.340 ne 0.00 0.00 0 0 0 0 0 0_ 0 0 V 13A-2ocs 0.201 ne 5.69 4.35 135 63 360 275 0 0 0 0 11 G 2A-2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 I 2A-2ovd 0.580 ne 16.41 31.98 72 0 1182 2302 0 0 0 0 12C- Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 se , 0.00 0.00 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 se 5.69 4.35 191 191 1088 832 93 54 310 237 L-(' 2A-2ov 0.340 se 9.62 23.50 0 0 0 0 39 0 374 913 12C- Osw 0.091 sw 0.00 0.00 0 b 0 0 0 0 0 0 2A- 2ov 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 VfJ 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 t- G 1OC-v 0.340 w 9.62 8.77 0 0 0 0 0 0 0 0 12C- Osw 0.091 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 62 13A- 2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 fi 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 1-- D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 2OP-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 297 35 980 0 210 10 280 0 6 c) AED excursion 349 117 Envelope loss/gain 3609 3061 963 1267 12 a) Infiltration 643 204 184 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 4252 4184 1147 1555 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4252 4184 1147 1555 15 Duct loads 1 209/6 209/6 850 837 20%1 209/6 229 311 Total room load I 1 5103 15021 1 1376 1866 Air required (cfm) 212 225 57 84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright50ft` 2017-May-1816:11:06 AC_ CP. Right - Suite® Universal 2017 17.0.16 RSU24011 Page 7 ngtonBGRSW\ Lot301ThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW DEL -AIR NU=G • = curmmo$= Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 301ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 It 19.9 ft 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 3.5 ft 21.0 ft2 1.0 x 275.8 ft 275.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VI! 12C-Osw 0.061 ne 0.06 0.,00 0 0 0 0 0 0 0 0 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 26-21v 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 O 11 2A-2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 II:2 2A-2ovd 0.580 ne 16.41 31.98 0 0 0 0 0 0 0 0 Vr12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov . 0.340 se 0.00. 0.00 0 0 0 0 0 0 0 0 VI/ 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 135 135 770 589 I -a 2A-2ov 0.340 se 9.62 23.50 0 0 0 0 0 0 0 0 VN 12C-Osw 0.091 sw 0.00 0.00 0 0 0 0 0 0 0 0 1, 2A-2ov 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 U J-- 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 46 23 130 99 LG 10C-v 0.340 w 9.62 8.77 0 0 0 0 23 23 225 205 12C-Osw 0.091 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 GG 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 13A-20cs 0.201 nw 5.69 4.35 0 0 0 0 5 5 27 20 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 fi 12C-Osw 0.091 2.58 1.44 0 0 0 0 244 222 571 320 11DO 0.390 n 11.04 11.99 0 0 0 0 22 22 243 264 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 13 13 12 19 F 2OP-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 21 0 0 0 276 20 557 0 6 c) AED excursion 0 125 Envelope loss/gain 0 0 2534 1641 12 a) Infiltration 0 0 366 116 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 0 5 2900 2957 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2900 2957 15 Duct loads 20 % 20 % 0 1 20 % 20 % 580 591 Total room load 0 6 3480 3548 Air required (cfm) 0 0 144 159 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft- 2017-May-18 16:11:06 Al_, Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 ngtonBGRSW\Lot301ThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW DEL --AIR IRATIH6 • AW CONOIf1010NG Right-JO Worksheet ahu 2 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: Lot301ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 it 3 Room height 9.0 it 9.0 it heat/cool 4 Room dimensions 14.5 x 15.5 it 5 Room area 1469.3 ft2 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091' ne 2.58 2.34 270 200 515 464 140 110 262 257 2A-2ov 0.340 ne 9.62 22.89 30 0 289 687 30 0 289 687 2B-2fv 0.340 ne 9.62 22.89 40 0 385 915 0 0 0 0 13A-20cs 0.261 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 ne 0.00 0.00 0 0 0 0 0_ 0 0 0 V 12C-0sw 0.091 se 2.58 2.34 491 461. 1186 1079 86 86 220 200 T--G 2A-2ov 0.340 se 9.62 21.87 30 4 289 656 0 0 0 0 V/ 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 V+/ 12C-0sw 0.091 sw 2.58 2:34 270 240 618 562 0 0 0 0 t-G 2A-2ov 0.340 sw 9.62 21.87 30 4 289 656 0 0 0, 0 W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 VI! 13A-2ocs 0.201- w 0.00 0.00 0 0 0 0 0 0 0 0 T_G 1OC-v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 nw 2.58 2.34 491 470 1209 1100 131 131 336 306 IL G 2A-2ov 0.340 nw 9.62 22.89 6 0 58 137 0 0 0 0 2A-2ov 0.340 nw 9.62 22.89 15 0 144 343 0 0 0 0 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 IT-012C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 1469 1469 1331 2080 225 225 204 318 F 20P-19t 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 124 Envelope loss/gain 6329 8695 1330 1644 12 a) Infiltration 2994 948 700 222 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 9323 9643 2030 1865 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9323 9643 2030 1865 1151 Duct loads 1 46%1 709/6 4297 6761 469/6 70% 936 1308 Total room load 13620 16404 2966 3173 Air required (cfm) 840 840 183 162 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. MCP. wrightsoft" 2017-May-18 16:11:06 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 ngtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW 4WEL-AIR Right-J® Worksheet rrtnms• ''° ahu 2 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: Lot301ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 it 11.5 It 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 9.0 x 6.0 It 11.5 x 6.0 It 5 Room area 54.0 ft2 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°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 VfJ 12C-Osw 0.091 ne 2.58 2.34 0 0 0 0 0 0 6 0 2A-2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 2B-2iv 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 ne 0.00 0.00 0 0 0 0 0 0 0 0 W 12C-Osw 0.091' se 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 se 9.62 21.87 0 0 0 0 0 0 0, 0 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 sw 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 sw 9.62 21.87 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 VfJ 13A-2ocs 0.201" w 0.00 0.00 0 0 0 0 0 0 0 0 Y_C 1OC-v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 v 12C-Osw 0.091 nw 2.58 2.34 81 75 193 176 104 104 267 243 2A-2ov 0.340 nw 9.62 22.89 6 0 58 137 0 0 0 0 L 2 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 54 54 49 76 69 69 62 98 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 21 46 Envelope loss/gain 300 411 329 294 12 a) Infiltration 159 50 204 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) 459 461 533 359 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 459 461 533 359, 15 Duct loads 46 % 70 % 212 323 46 % 701% 246 251 Total room load 671 784 778 610 Air required (cfm) 41 40 48 31 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft" Right-Suite®Universal 2017 17.0.16 RSU24011 2017-May-18 Pa16:ge 10 06 gtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW g DEL --AIR rrtnrtns - am corrmrtotww Right-JO Worksheet ahu 2 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: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 14.0 x 14.0 it 9.5 x 5.0 it 5 Room area 196.0 ft2 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/it2-'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 U 12C-Osw 0.091 ne 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 0. 340 ne 9.62 22.89 0 0 0 0... 0. 0. 0 0 13A- 2ocs 0.201 ne 0.00 0.00 0 0 0 6 6 0 0 0 11 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 L 2A-2ovd 0.580 ne 0.00 0.00 0 0 0 0 0 0 0 0 Vi/ 12C-Osw 0.091 se 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 se 9.62, 21.87 0 0 0 0 0 0 0 0 l 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 t- G 2A-2ov 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Vj/ 12C-Osw 0.091 sw 2.58 2.34 126 ill 286 260 45 45 116 105 G 2A-2ov 0.340 sw 9.62 21.87 15 2 144 328 0 0 0 0 W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 1OC- v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 0.091 nw 2.58 2.34 126 111 286 260 18 18 46 42 ti 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 9.62 22.89 15 0 144 343 0 0 0 0 V) J 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 L G 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0' 0 0 0 0 12C- Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 196 196 177 278 48 48 43 67 F 2OP-19t 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 110 30 Envelope loss/gain 1038 1580 221 193 12 a) Infiltration 496 157 124 39 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) 1534 1737 345 232 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1534 1737 345 232 15 Duct loads 46 % 70 % 707 1218 46 % 70% 159 163 Total room load 2241 2954 504 395, Air required (cfm) 1381 151 31 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wright50ft" 2017-May-18 16:11:06 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 11 nntnn Rh RRW\i nt3MThnrnhrnnkpr)nrlinntonRGRSW_ run Calc = MJ8 House faces: SW DEL -AIR iaaras • = eaeomoraa Right-JO Worksheet ahu 2 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: Lot301Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 ft 11.5 ft 3 Room height 9.0 ft heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 13. 0 x 11.0 ft 143. 0 it2 11. 5 x 11.0 ft 126. 5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/W °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 y/_ 12C-Osw ... . _..... 6.091 sne 2.58 2.34 0 0 0 0 0 0 0 O 2A 2ov 0.340 ne 9.62 22.89 0 0 0 0 0 0 0' 0 213 2fv....... _ . _. 0:340 ne, : 9,621, 22.89 0 0 0- 0. 0 0 0 t 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0' 0 0 11 G 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 L-{ 3 2A-2ovd 0.580 ne 0.00 0.00 0 0 0 0 0 0 0 0 UJ 12C Osw 0.091 se ' 2.56 2.34 117 117 301' 274 104 74 189 172 2Q 2ov .. _ , ._,..._._ 0.340 se 9.621 21.87 0 0 0 0 30 4 289:... 656 13A- 2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 L- G 2A-2ov 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw .` D.091 sw 2.58 2.34 99 84 216 197 0 0 0 0 2A 2ov ,_., 0.340 sw 9.62, 21.87 15 2 144 328 0 0 0; 0 W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 v TjV13A-2ocs 0.201' w 0.00 6.00 0 0 0 0 0 0 0 0 G 10C v..... _... _ .. .._ ,.... 0..340... w::._..., O.OQ 0.00 0. 0", 0 0 0 0. 0: 0 N 12C- Osw 0.091 nw 2.58 2.34 0 0 0 0 0 0 0 0 G 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 G 2A- 2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 W 13A- 2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0.00, 0.00 0 0 0 0 0 0 0 0 2A-2ov. 0.340 nw 0.00 0:00 0 0 0 0 0 0 0 0 LO 12C- Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C ._ 16CR- 30ad 0.032 0.91 1.42 143 143 130 202 127 127 115 179 F 20P- 19t 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F. 22A- tpl 0.989 r' 0.00, 0.00 0 0 0 0 0. 0 0 0 6 c) AED excursion 25 216 Envelope loss/ gain 793 1027 593 1223 12 a) Infiltration 425 135 204 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) 1218 1162 796 1288 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1218 1162 796 1288 15 Duct loads 46% 70% 561 815 46% 70% 1 367 903 Total room load 1780 1977 1163 2191 Air required ( cfm) 110 101 72 112 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed Fk" WrIght50ft" Right -Suite® Universal 2017 17.0.16 RSU24011 2017-May- 18 1P6:111:06 ngtonBGRSW\Lot301ThornbrookeDarlington BGRSW. rup Calc = MJ8 House faces: SW 9 1 DEL -AIR Right-JO Worksheet B.conm,mwxs ahu 2 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: Lot301Thorn btoo keDarlingt... Date: 6/ 4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 ft 3.5 It 3 Room height 9.0 It heat/cool 9.0 ft heat/cool 4 Room dimensions 20.5 x 14.5 ft 1.0 x 311.3 ft 5 Room area 297.3 it2 311.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ ft2 °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 VjJ , m , . 12C Osw ._ 0.091 ne 2.58..,.. 2.34 131 91.. M3 212 6.O 0 0 2A 2ov 0.340 ne 9:62 22.89 0 0 0 0 0 0 0 0 II G2132fvA. 340 ne. z 9.62., 22.89 40 0 385 915., 0 0 0 0 13A-2ocs 0. 201 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 2A 2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0. 580 ne 0.00 0.00 0 0 0 0 0 0 0 0 V/ 12C Osw 0.091 se_ 2.58 2.34 185 185 475 432 0 0 0 0 2A 2oy _. , 0. 340 se ; 9.62, 21.87 0 0 0_, 0 0 r. 0 0 0. V 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 I--G 2A- 2ov 0.340 se 0.00 0.00 0 0 0 0 0 0 0 O V! 12C-Osw _ 0.091 sw 2.58 2.34 0 0 0 6 0 0 0 0. G 2A-2ov . _ .... ,. 0.340 sw . 9.62 21.87 0, 0 0 0 0 0 0 0 W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-26cs 0.201 w 0.00 0.00 0 0 0 0 0 6 0 0 10C v 0. 340 w ; 0.00, O.OQ 0 0 0 0 0 0, 0 0. vrJ 12C-Osw 0.091 nw 2.58 2.34 0 0 0 0 32 32 81 74 2A-2ov 0. 340 nw 9.62 22.89 0 0 0 0 0 0 0 0 LAC 2A-2ov0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 13A-2o6s 0. 201 nw 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 L -G 2A- 2ov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 LO 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0. 390 in 0.00 0.00 0 0 0 0 0 0 0 0 C -. 16CR730ad 0. 032 0.91.. 1.42 297 297 269. 421 311 311 282 441, F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F. 22A-tp( .. 0.989 0.00 O,OQ 0 0 0, 0. 0 0 0 0 6 c) AED excursion 111 61 Envelope loss/gain 1362 1870 363 454 12 a) Infiltration 620 196 62 20 b) Room ventilation 0 0 0 O 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0' Subtotal (lines 6 to 13) 1982 2066 425 473I Less external load 0 0 0 0 Less transfer 0 0 0 O Redistribution 0 0 0 0 14 Subtotal 1982 2066 425 473. 15 Duct loads 46 % 70 % 914 1449 46 % 70 % 196 332 Total room load 2896 3515 621 805 Air required (cfm) 179 180 38 41 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright50ft- 2017-May- 18 16:11:06 i4CCA Right-Suite( E) Universal 2017 17.0.16 RSU24011 Page 13 ngtonBGRSW\Lot301Thorn brookeDarlington BGRSW. rup Calc = MJ8 House faces: SW Duct System SummaryRDEL-AIR N=110 • AIR CONOfT10NiN0 ah u 1 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 Job: Lot301Thorn brookeDarli... Date: 6/4/2014 By: FJF 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 0.148 in/ 100ft 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk den h 2596 108 78 0.195 6.0 Ox 0 VIFx 27.8 95.0 St1 dining rm c 1866 57 84 0.196 6.0 Ox 0 VIFx 27.1 95.0 St1 family rm C 5021 212 225 0.183 9.0 Ox 0 VIFx 36.2 95.0 st1 kitchen c 3548 144 159 0.212 7.0 Ox 0 VIFx 18.1 95.0 St1 mstr loth h 1432 59 28 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5286 219 211 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 st1 pwdr h 501 21 17 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO util c 870 20 39 0.191 4.0 Ox 0 VIFx 30.9 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 279 239 0.148 511 10.0 0 x 0 VinlFlx st1 st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx DJµ- wri htsoft$ 2017-May-18 16:1ge 1 9Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 A... ngtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design IF Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx c wri htsoft$ 2017-May-18 16:1ge 29Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACA:A...ngtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc = MJ8 House faces: SW Q®EL_AIR Duct System Summary HE6nHG • Ml COMMOrOHG a h u 2 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 External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 i n/ 100ft 840 cfm Job: Lot301ThornbrookeDarli... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 i n/ 100ft 840 cfm 119 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 h 671 41 40 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 778 48 31 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2191 72 112 0.203 6.0 Ox0 VIFx 33.0 85.0 st2 open to below c 1757 89 90 0.274 6.0 Ox 0 VI Fx 17.5 70.0 open to below -A c 1757 89 90 0.286 6.0 Ox 0 VI Fx 14.0 70.0 rm2 h 2966 183 162 0.270 8.0 Ox0 VIFx 18.8 70.0 rm3 h 1780 110 101 0.206 6.0 Ox0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2954 138 151 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 805 38 41 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm), Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 234 0.202 669 8.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htSOW 2017-May-18 16:1ge 39Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 A...ngtonBGRSW\Lot30lThornbrookeDarlingtonBGRSW.rup Calc - MJ8 House faces: SW FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot30lThornbrookeDarlingtonBGRSW 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/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be airtight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 5/18/2017 4:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage" then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 5/18/2017 4:48:01 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot30lThornbrookeDarlingtonBGRSW Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE Leakage Characteristics CFM(50): FLOW: ELA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: ti01 TAE STA O F`_r Urrr6? r n 7% 5/18/2017 4:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential 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. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air Ieakage.Windows, 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. 13 R403.2.2 Sealing (MandatoryNI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 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. 5/18/2017 4:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (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 % 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. 5/18/2017 4:51 PM 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: 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. 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: 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. 5/18/2017 4:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 42X42 A/C SLAB BY BLDR MIN zti2' FROM WALL "s. Transfer ducts/grilles sized In conpllance with Florida Residential Building code - M1602.4 Bolonced Return AIr, exceptions 1-3. Bullder an tan ust provide unrestricted 1 Inch undercut on doors to habitable att iyyipey e y 7'kitchen ventroons. to ..It cap mn aixb mn w6mw# i 6 i II I FAMILY ROOM yy12x6II10flLANAIv->•ait-t a-x• nT. xr. z-srwr wawa s• DINT G - IOTN a raun 12x12 Sw \ " wu p-.• j 225/ . a _ 1 80 7' Iliu it I 6 lwcc raui BIIran I ran >+ 16x16 18'x6l2' I os ne i , p I 4wnn aa mamtr trI g au mv f 4• I I 10' 4 yy m 5 u. l / ewze l m> W 3 I 16.16 rag s 8 4 lylc 5x n r Ia eaoL__ g 8x4 1w MASTER SUITE 5 10x10 rag ram. 12.12 lwcd 4 2.0 TCIN W/5KW 2240V 1PH yu 18x10 len — bldrforn by O loathdu kale n/e =ro' to wall cap w/fan Nutone 696 PIXiVR n MLL g - DEN 7hLJ----- duct l cap Must have a minimum clearance of 4 Inches around the air handier per the State Energy code. All duct has an r=6 Insulation value. Vv A N M g Q M M CC) M 1E L Q s0 S m Q Q Q Q a Z O CD C7 Of G CU C CU p im \ \ Z O Li z N/- 0 HATCHING LEGEND 0ED 2: IeUh>YL ®" Q r.y O O M Z U J J Q HAM FLOOR 446TSF. i'- LL UPPER FLOOR 11155F. Q Q 0 = TOTAL LIVMG ]55]5F. Q J 1,D LL LED G 3TT,1 a 1. 1 n`.jllSF. Z T O n O] W > Z RP OTE Q m a exc uw.r. 5 J O D Q a' GA GE RIGH m o- —I 0 0 0 u Z7 0 N N H o Q M Q, w,,,a I I I LOFT BEDROOM•3s• II I LQ 10 I lwcd NZ 90 / 90 110 12x rog]Ox6lwc0d O I n 10x6 lwcd IOx6 1-16- S a N ti 'D .N- 1 I 6 > LuToxra =. viin 8 20 Builder will n d to 111 ,—I e' 4x1 4' xB4 ]w Pra vlde o/C duct chose H (U - M Ij 16 Ln lD x§ ° 0 12x12 r 12012 0 rag yy. r- 6' as sssa A4• I I r 10x lwcd w9 I la.. 4" 6' 12x12 rag 6 Nctl r-______ _________________' BEDROOM 2 n 6x16 rap11 l BEDROOM 4 I6o 14.8 Iwcd THBA3 0'-0° Mr°a. 4' °/ y - y4 R4 4' fa x we A3 8 1w - z-, r O O 2. 0 TON W/5KW E24DV 1PH Transfer ducts/grllles sized 4ln 0 18x10 Alen mplionce wlth Florldo Residential ( pPtformbyO3" bath ductc Building Lode - M1602.4 Balanced W bill, IReturn Air, exceptions 1-3. Builder scot, 1/ B'=l'0' O roofcap ust Provlde unrestricted 1 Inch z Y w/fan mundercut on doors to habltable Q TYPICAL WOOD FRAME Nutone 696RNB ra°mom ED O WINDOW SCHEDULE ~ WINDOW WIDTHS # oz ZCU J J ( y) 0 D L Rating z o } Nm Lu > z m z C3 iL 3 J Q F- m I— Q 5 J O O Q x Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. m Cl- J V) 0 0 K 46ke, i• TAYLOR MORRISON THORNBROOKE S.F. HOUSE TYPE: DARLINGTON OPTIONAL LAUNDRY TUB OPTIONAL SHOWER ILO TUB BATH 2 LOTW Sol FIRST FLOOR 3" WASTE STACK FROM 2 N D FLOOR TO 1ST FLOOR L S., 1 1 I..... ..... TY ej Qn 16. k p TAYLOR MORRISON THORNBROOKE S.F. HOUSE TYPE: DARLINGTON OPTIONAL LAUNDRY TUB i i r. i I i I OPTIONAL SHOWER ILO TUB BATH 2 KECOKD COPY E 2:d icaf - F-,tv E.:i,ne. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 ©) 50 BUILDER TAYLOR MORRISON A I- 19 HOUSE PLAN 2585 2 1 1 1 1 1 DARLINGTON SQFT GENERAL LIGHTING X 3 VA PER SQ FT 7755 VA 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA LAUNDRY CIRCUIT AT RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN WATER HEATER DISHWASHER CLOTHES DRYER DISPOSAL (1/3 HP) 3000 VA 1500 VA 12000 VA 4500 VA SA FC'RO 1200 VA 5000 VA FPaRj" 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT 14420 VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP ISO AMP SERVICE DESCRIPTION AS FURNISHED: Lot 301, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. F)p 1"1 _ 1q'so PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZQNIN DATS-_` TRECORDCOPY Ok to construct single family home LOT 294 with setbacks and impervious area AT 00° 10' 44" W shown on plan. 40.00' — 1 LOT 301 19.80, 19.60, 5. 14' 3.0'x3.0' 5,14' AC 5.00' 15.7' COVERED IofPATIO 14.3' M 04 PROPOSED RESIDENCE W h MODEL: DARLINGTON-B 2 CAR GARAGE RIGHT O O LOT 302 o CO 5.00, 5.0' s 5.00' 8.7 0 o WALK 21.3' 16' DRIVE 25.20' 25.20' 110' UTIL. ESMJ 5' CONC. WALK FLARES CURB ' DRAINAGE INLET (B•B•) S 00 D 1 0' 44" E PER CIVIL PLAN 40.00' Q PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW LOT GRADING TYPE A # PROPOSED F.F. PER PLANS = 24.8' }} PROPOSED GRADE PER CONSTRUCTION PLAN }} RED ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W 5.00' 5.00, 5.00' k- LOT 300 PC) LOT 4,800 SQ.FT. LIVING 1,467 SQ. FT, GARAGE 455 SQ.FT. ENTRY 71 SO. FT. LANAI 139 SQ.FT. BREEZEWAY= N/A SQ.FT. DRIVEWAY 403 SQ.FT. A/C PAD 18 SQ.FT. WALKWAY 70 S0.F7. IMPERVIOUS= 54.6 2,623 SQ.FT. SOD 2.177 SO. FT. R/W 440 SQ.FT. APRON 110 SQ.FT. PLOT PLAN ONLY* BUILDING SETBACKS: SIDEWALK 200 SQ.FT. FRONT = 25' REAP15 SIDE . = 5.0.0'" SIDE CORNER = 10' NOT A SURVEY) PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN AND/OR INSTRUCTIONS PER CLIENT NOT FIELD VERIFIED SOD 130 SQ.FT. AREA = 5,240 DRIVEWAY = 513 SIDEWALK = 270 SOD = 2307 SQ.FT SOFT. SOFT. SQ.rT. CRUS-EiV E'YE1.R-S'COTT ASSOC, INC• - LAND SURVLTYORII• LEGEND - LEGEND - P PLAT PD.L. PDINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-6.58-1436 F FIELD TYP, TYPICAL NOTES: LP. IRON PIPE PR.C. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY LIEM THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA 80ARD OF LR. IRON ROD P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C.H. SET I.R. CONCRETE MONUMENT 1/2• LR. /XLH A596 RADANR, RADIALNON -RADIAL Z UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. W.P. WITNESS 1f1T J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS PaCD. POINT OF BEGINNING CALL. CALCULATEDDOREASEMENTSTHATAFFECTTHISPROPERTY. P.O.C. POINT OF CONHENCEHENT PRJ4 PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENTERLINE FF. FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSECERTIFIEDTO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N& D R/W NAIL R DISK RIGHT- OF-WAY BS,L. B.M. BUILDING SETBACK LINE BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, ESMT. EASEMENT B.B. BASE HEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING B.B. iDRAIN. DRAINAGE 6. ELEVATIONS. 1F SHOWN, ARE WED ON NAITONAL GEODETIC 04TUM OF 1929, UNLESS OTHERWISE NOTED. U. TIL. UTILITY 9. CERTIFIGAIE OF AUTHORIZATION Nr. 4590. CLFC. WRFC. CHAIN LINK FENCE WOOD FENCE C/ D P.C. CONCRETE BLOCK POINT OF CURVATURE SCALE M--- 1" - 20'- DRAWN BY: P. T. OESC. POINT Or TANGENCY DESCRIPTION CERTIFiED.3Y: DATE ORDER.,.No................................. nPC LENGTH PLOT PLAN 05-26-17 2115-17 D DELTA REVISED PLOT PLAN 05-31-17 C C.B. CHORD CHORDBEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN ....v... -. . R. Rj THEESTABLISHED100YEARFLOODPLANEASPER "FIRM" 70 RUSENM R, R.L.S. 4714 ZONE X" MAP / 12117C 0055 F. JAMES W, SCOTT, R.L.S 4801 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECORD COPY RE: TB0301 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0301 Model: Thornbrooke Lot/Block: 301 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014fTP12007 Design Progrvn: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 1 T11215927 C01 5/25/17 18 IT11215944 F15 5/25/17 I 12 1 T11215928 1 CO2 1 5/25/17 119 I T11215945 I F16 J 5/25/17 13 1 T11215929 1 CO3 1 5/25/17 120 1 T11215946 1 F17 1 5/25/17 14 I T11215930 1 F01 1 5/25/17 121 1 T112159471 HR01 1 5/25/17 1 15 I T11215931 I F02 1 5/25/17 122 1 T11215948 1 H R02 1 5/25/17 16 1 T11215932 1 F03 1 5/25/17 123 1 T11215949 1 HR03 1 5/25/17 1 17 IT11215933I F04 1 5/25/ 17124 1 T1 1215950 1 HR05 15/25/171 18 I T11215934 I F05 1 5/25/17 125 I T11215951 I J01 1 5/25/17 19 I T11215935 I F06 1 5/25/17 126 I T11215952 I J02 1 5/25/17 110 I T11215936 1 F07 1 5/25/17 127 I T11215953 I J03 1 5/25/17 11 I T11215937 I F08 1 5/25/17 128 I T11215954 I J04 1 5/25/17 112 I T11215938 I F09 1 5/25/17 129 I T11215955 I J05 1 5/25/17 113 I T11215939 I F10 1 5/25/17 130 I T11215956 I J06 1 5/25/17 114 I T11215940 I F11 1 5/25/17 131 I T11215957 I J07 1 5/25/17 1 115 T1 1215941 1 F12 1 5/25/17 132 I T11215958 I J08 1 5/25/17 116 T11215942 1 F13 1 5/ 25/17 133 I T11215959 I J09 1 5/25/17 117 1 T11215943 1 F14 1 5/25/17 134 I T11215960 I J 10 1 5/25/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Joaquin MITek U 1 1 _ 1950 LDING SaNFORID pFPAR, U I N V 68182 STATE OF ON. 11111f1` V Iez PE No. 68182 Inc. FL Cert 6634 East Blvd. Tampa FL 33610 Velez, Joaquin May 25,2017 1 of 2 RE: TB0301 - Site Information: Customer Info: Taylor Morrison Project Name: TB0301 Model: Thornbrooke Lot/Block: 301 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# Truss Name Date 135 I T11215961 I J 11 5/25/17 136 I T11215962 I J 12 5/25/17 137 I T1 1215963 I J20 1 5/25/17 138 I T11215964 I J21 1 5/25/1 LJ 139 1 T11215965 1 R01 1 5/25/17 140 1 T11215966 1 R02 1 5/25/17 L41 1 T11215967 R03 5/25/17 142 1 T11215968 1 R04 1 5/25/17 143 1 T11215969 1 R05 1 5/25/17 f 144 1 T11215970 1 R07 1 5/25/17 145 1 T11215971 1 R08 1 5/25/17 146 1 T11215972 R09 1 5/25/17 147 T11215973 1 R10 1 5/25/17 1 148 T11215974 1 R 11 1 5/25/17 149 J T11215975 1 R12 1 5/25/17 1 150 1 T11215976 1 R13 1 5/25/17 151 T11215977 1 R 16 1 5/25/17 152 T11215978 1 R17 1 5/25/17 1 153 1 T112159791 R 18 1 5/25/17 1 154 1 T11215980 R19 1 5/25/17 155 1 T11215981 RF01 1 5/25/17 1 156 T11215982 1 RF02 1 5/25/17 157 T11215983 1 V01 1 5/25/17 158 1 T11215984 1 V02 1 5/25/17 2 of 2 t Job Truss Truss Type Qty Ply T11215927 T60301 c01 GABLE 1 1 739768001 Job Reference (optional) Builders FIrSISOrlrce, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 16:29:40 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-8WnP3_xjruOBg4e9ZsGMjMevNKuw?W E721QxS3zDG3P 01x8 0-H8 Scale = 1:25.5 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 28 30 0ro 27 29 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-8 9-0-0 10-8-0 12-0-0 13-4-0 14-8-0 15-6-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-8 1-3-8 1-4-0 1-4-0 1-4-0 1-4-0 0-10-8 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 17 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 79 Ito FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 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 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an Individual bullding component. not - - a truss system. Before use, the building designer rnust verify the applicability of design parameters and properly Incorporate this design into fhe overall building design. Bracing indicated Is to prevent trickling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabllity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding The fabricatk,n, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sulle 312, Alexandria, VA 22314. Tampa, FL 33610 i r Job Truss Truss Type Qty Ply T11215928 T80301 CO2 Floor Truss 1 1 7397611002 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MI Iek Industries, Inc wed May L4 1b29:41 Lu1I Page i I D: Zl7yacff3rgf5yObD EG6Buz0Uf6-ciLnGKyLcC W 2S EDM7ZnbFaB49kE7kzVGG P9U_W z DG30 OH8 Scale = 1:17.0 1 2 3 4 5 6 7 8 0co 16 15 14 13 12 11 10 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 W B 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 45lb 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 940-7. lb) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 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" k 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,12015 BEFORE USE. Design for MiTekCN connectors. This design is based only upon parareters shown, and is for an Individual building component, notvaliduseonlywith a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporaie this design into fhe overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Welk' I V l elk" is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•84 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r r Oty Pry 1 Job Reference (optional) T11215929 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:29:41 2017 Page 1 I D: Zl7yacff3rgf5yObD EG6Buz0 Uf6-ciLnGKyLcC W 2SE DM7ZnbFaB48kE9kz UGG P9 U_W zDG30 Scale = 1:23.4 Job Truss Truss Type T60301 CO3 GABLE 1 tsunaers rnstbource, i ampa, runt cny, Honaa 336b6 0N8 W 1-4-0 2-8-0 4-0-0 5-4-0 fi-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-2-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4.0 t-4-0 1-4-0 1-4-0 1-4-0 0-10-12 Plate Offsets (X Y)-- 15:0-1-8 Edgej j19:0-1-8 Edge] 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 rVa 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 15 n/a n/a BCDL 5.0 Code FBC2014lfP12007 (Matrix) Weight: 72 lb FT = 20% F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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 14-2-12. 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 1.5x3 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 3-1od (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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Ml1ekC0 connectors. This design is based only upon parameters shown, and Is for tan Individual building component, not a hrtss system. Before use, the building designer must verify the applicability of design parameters and properly incoiporato this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing I MiTek" is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T712i 5930 TBO301 F01 FLOORTRUSS 5 i 739768003 Job Reference o tional owioers nrsiaour amPa, nam „ Y, 0-1-8 H 260 130 1 16 15 ri 238 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-4vuAUfyzN W ev4OoYhH I gonk6Z7 PsTKOQV3v2Xyz DG3N 2-6-0 0 1 8 Scale = Y:26.0 3x4 = 3x3 = 3x3 = 3x4 = 2 3 4 5 6 7 8 3x4 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.15 12-13 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) 0.20 12-13 925 240 BCLL 0.0 Rep Stress Incr YES W B 0.40 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 82 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) 14=834/0-7-4, 9=834/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-153010, 3-4=-2021/0, 4-5=-2021/0, 5-6= 2021/0, 6-7=-1530/0 BOT CHORD 13-14=0/1191, 12-13=0/1839, 11-12=0/2021, 10-11=0/1839, 9-10=0/1191 WEBS 2-14=-1390/0, 7-9=-1390/0, 7-10=0/539, 6-10=-490/0, 6-11=0/502, 5-11=-293/0, 2-13=0/539, 3-13=-490/0, 3-12=0/502, 4-12= 293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. %LAW_ R! V 1 Design valid for use only with MlTekcQ connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not - E1 a IRW system. Before use, the building designer must verify the applicability of design paramelers and property incorporate this design into the overall ®®® building design. Bracing Indicated Is to prevent txrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexondila, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T 11215931 T130301 F02 FLOOR TRUSS 4 1 739768004 Job Reference (optional) tbunaers rirsl5ource, Tampa, ram any, n ,n aa000 0-1-8 H, 260 130 16 15 1.5x3 1.5x3 = 1.5x3 = 3x4 = 1 2 I D:Zl7yacff3rgf5yObD EG6Buz0 Uf6-4vuAUfyzN W ev4OoYhH I gonk727QdTK5QV3v2XyzDG3N i 1-11-12 30 = 1.5x3 11 1.5x3 11 3x3 = 3 4 5 6 2-6-0 01l--1--ff8 ca'18 = 1:26.3 1.5x3 3x4 = 1.5x3 = 7 8 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 = 17 0 15-2-12 15-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.58 Vert(LL) -0.13 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.17 10-11 >999 240 BOLL 0.0 Rep Stress Incr YES W B 0.39 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 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) 9=814/0-3-8, 14=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/0, 3-4=-1960/0, 4-5=-1960/0, 5-6=-1960/0, 6-7=-1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2-14=-1363/0, 7-9=-1374/0, 7-10=0/515, 6-10=-464/0, 6-11=-14/453, 5-11=-261/0, 2-13=0/523, 3-13=-474J0, 3-12= 3/464, 4-12=-266/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considersparallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not = a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvei y, erection and bracing of trusses and buss systems, seeANSUTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11215932 TBO301 F03 Floor Truss 1 i 739768005 Job Reference (optional) tsunoers rirs-ource, amps. Warn wry, nuoaa -o 0-1-8 H 1 t30 i 1.5x3 II 1.5x3 = 1.5x3 = 44 = 1 2 16 15 I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-Y5SYh?zc7pmmhXN kE_p3L?GCTXI PCkl Zkieb3Oz DG3M 2-6-0 1 1-11-12 3x6 = 1.5x3 11 1.5x3 3 4 5 0 1-8Scat = 1:26.3 1.5x3 I 3x3 = 46 = 1.5x3 = 6 7 8 3x3 = 4x4 = 3x4 = 3x3 = 4x6 = 3x6 = P_9_0 12-5-12 15-2-12 2-9-0 9-8-12 2-9-0 Plate Offsets (X Y)-- 12:0-1-8 Edpel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.98 Vert(LL) -0.25 10-11 >706 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.36 10-11 >495 240 BOLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 20% F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.t (flat) TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 9=1201/0-3-8, 14=956/0-7-4 FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3-4=-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14=0l772, 12-13=0/1870, 11-12=0/2626, 10-11=0/2536, 9-10=0/1032 WEBS 7-9=-1548/0, 2-14=-1191/0, 7-10=0/1237, 2-13=0/875, 6-1 0=-1 151/0, 3-13=-867/0, 4-12=-339/0, 3-12=0/1022, 6-11=-206/525 NOTES- (7) 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) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14=-10, 1-8=-100 Concentrated Loads (lb) Vert: 6=-523(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. in_ Design valld for use only with MITekU connectors. This design Is based only nipon parameters shown, and Is for an Individual fxiilding cornlx nent, not ONaIfL= system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage., dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and SCSI Building Component Tampa, FL 33610 Safety Information available front Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply T11215933 TBO301 F04 FLOOR TRUSS 2 1 736768006 Job Reference o tional out aers r rsraource, T ampa, 'i r wy,' un a,0000 I D:Z17yacff3rgf5yObDEG6Buz0Uf6-YSSYh?zc7pmmhXNkE_p3L?G I_Xn5CpwZkieb3OzDG 3M 0-1-8 H 1 2-6-0 2-6-0 1-8-4 1-3-0 1.5x3 11 1.5x3 - 1.5x3 = 3x3 = 1.5x3 11 1.5x3 3x3 = 1 2 3 4 5 4 ri A-4_Qi Scale = 1:19.9 3xs II 6 7 V\ZI I 6' 4' aQ a, 11 10 9 8 3„3 = 3r3 = 3x3 = 1.5x3 II 3x3 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.12 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Ven(TL) 0.26 11-12 501 240 BCLL 0.0 Rep Stress Incr YES W B 0.29 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP N0.3(flat) BOT CHORD REACTIONS. (lb/size) 7=595/0-3-8, 12=595/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/0, 3-4=-1031/0, 4-5=-1031/0, 5-6=-408/0, 6-7=-416/0 BOT CHORD 11-12=0/784, 10-11=0/1031, 9-10=0/784 WEBS 2-12=-915/0, 2-11=0/369, 7-9=0/615, 5-9=-598/0, 5-10=0/487, 4-10=-273/0 PLATES GRIP MT20 244/190 Weight:61 lb FT=20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0.5001n. 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Iv11Tek® connectors. this design Is based only upon parameters shown, and is for an Individual building cornpenent, not a truss syslem. Before usc, the building designer must Verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual buss web and/or chord members only. Addllional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, seeANSUTPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215934 TB0301 F05 FLOOR TRUSS 5 1 739768007 Job Reference (optional) Dmmnro ruaiDwi .-P., ream "'Y' 'v a—.. 0-1-8 1.5x3 II 1.5x3 = 1.5x3 = 1 3x3 = 2 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-OHOwvL_Eu7vdJhyxoiK ItCpR Qx7VxGTjyMOBbgzDG3L 1-10-12 1-3-0 01 8 Scale'= 1:19.6 1.5x3 I 1.5x3 11 1.5x3 11 3x3 = 1.50 = 3 4 5 6 I I p I I EO g 9 8 3x3 = aYa = r 11-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.15 9-10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) 0.28 9-10 468 240 BCLL '0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014lrP12007 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) 7=603/0-3-8, 10=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1079/0, 3-4=-1079/0, 4-5=-1079/0 BOT CHORD 9-10=0/80818-9=0/1079, 7-8=0/827 WEBS 2-10=-943/0, 2-9=0/404, 5-7=-954/0, 5-8=0/499, 4-8=-295/0 3x6 = PLATES GRIP MT20 244/190 13 0 Weight, 61Ib 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. NOTES- ( 5) 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 X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. This design is based only upon shown, and is for an individual building component, not DesignvalidforuseonlywithMiTek® connectors. parameters a truss system. Before use, the building designer must verify the applicability of design parameters and propody incorporate this design into the overall Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing OOO WOW buildingdesign. prevent Is always required for stability and to prevent collapse with possible personal injury and proporly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available trom Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Pty T11215935 T60301 F06 FLOOR TRUSS 3 1 7391768008 Job Reference (optional) ounaers rusraource, Tampa, ream ally, rwuua oa oo 0-1-8 H 2-6-0 2-6-0 11 8 1-3-0 2-6-0 2 1 26 3x3 = 3x3 = 3x3 = 3x4 = 4x4 = 3x6 FP= 2 3 4 5 6 7 8 9 I D:ZI7yacff3rgf5y0bD EG6Buz0U f6-OH0wvL_Eu7vdJhyxoiKl tCpO8x5_xCYjyM08bgzDG3L 1-9-8 2-6-0 2-6-0 0-1-8 Sc. 1:50.8 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 30 0 29 25 24 23 22 21 20 19 18 17 16 3x3 = 3x4 = 3x6 = 3x6 FP= 3x3 = 3x3 = 3x3 = 3x4 = 3x4 = 4x4 = 1 Plate Offsets (X Y)-- 24:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) 0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES W B 0.52 Horz(TL) 0.06 16 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 154lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) "Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 1-8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=945/0-7-4, 23=1802/0-4-0, 26=498/0-7-4 Max Grav 16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3-4=-992/165, 4-5= 992/165, 5-6=0/1022, 6-7=0/1022, 7-8=-1498/0, 8-9=-1498/0, 9-10=-2306/0, 10-11=-2715/0, 11-12=-2715/0, 12-13=-2715/0, 13-14=-1855/0 BOT CHORD 25-26=0/774, 24-25=-165/992, 23-24= 443/685, 22-23=0/956, 21-22=0/956, 20-21=0/2007, 19-20=0/2589, 18-19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0, 2-26=-903/0, 2-25=-206/255, 5-23=-1099/0, 5-24=01734, 4-24=-444/0, 14-16=-1635/0, 14-17=0/721, 13-17=-664/0, 13-18=0/629, 7-23=-1830/0, 7-21=0/911, 9-21=-863/0, 9-20=0/522, 10-20=-508/0, 10-19=-66/485, 11-19=-251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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 Old (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." I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. qs Design valid for use only with MiTel<8 connectors. This design Is based only upon paramelers shown. and Is for an individual building component, notatnrsssystem. Before use, the building designer must verify the applicability of design parai neteis and properly incoqporate this design Into the overallbucklingIndividualtrussweband/or chord mernhers only. Additional terniwrary and permanent bracing MiTek` building design. Bracing Indicated is to prevent of Is always required (or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication- storage, delivery, erection and bracing of busses and truss systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, f r Job Truss Truss Type Qty Ply T11215936 T60301 F07 FLOOR TRUSS 2 1 739768009 Job Reference (optional) ounaers--ource, pampa, miry, nmma oa oo 0-1-8 H 260 i 260 1-5-8-ii I r.._-_._....._.. ...___..._-, ..._. ..__.__, ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-UUal6h?sfR1 UxrX7MPrXQQMaILPjggosB07i7HzDG3K ii 2 2i6p i 2i8_i 2 2-6-0 0-1-8 Scab= 1:50.8 3x4 = 3x3 = 3x3 = 3x4 = 3x6 FP = 3x4 = 2 3 4 5 6 7 89 10 11 3x3 = 3x4 = 12 13 14 3115 30 0 29 26 25 24 23 2221 20 19 18 17 16 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP= 3x4 = 3x4 = 3x3 = 3x3 = 3x4 = 3x6 = 1 29-10-8 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.25 17-18 784 360 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) 0.38 17-18 523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 HOrz(fL) 0.05 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 2441190 Weight: 154lb 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 puffins, except BOT CHORD 2x4 SP No.1(flal) 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: 22-23,20-22. REACTIONS. (lb/size) 16=826/0-7-4, 22=1796/0-4-0, 26=623/0-7-4 Max Gram 16=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5-6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8-9=-1297/0, 9-1 0=-1 297/0, 10-11=-2105/0, 11-12= 2105/0, 12-13=-2105/0, 13-14= 1606/0 BOT CHORD 25-26=0/928, 24-25=0/1359, 23-24=0/1262, 22-23= 154/728, 21-22=-87/876, 20-21= 87/876, 19-20=0/1727, 18-19=0/2105, 17-18=0/1930, 16-17=0/1228 WEBS 7-22=-262/0, 2-26=-1083/0, 2-25=0/504, 6-22=-1343/0, 6-23=0/555, 5-23= 539/0, 5-24=0/424, 14-16= 1433/0, 14-17=0/601, 13-17=-515/0, 13-18=-39/276, 8-22=-1606/0, 8-20=0l717, 10-20=-743/0, 10-19=0(755, 11-19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon paramelers shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly tncorparate this design Into the overall building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for slabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seo.ANSI/TPI f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215937 T80301 F08 Floor Truss i 1 739768010 Job Reference (optional) 0-1-8 Hi 2-6-0 2-3-11 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-ygBgJ 1 ? U Qk9LY?6Jw71VmydulClk3P7i?QgtFgjzDG3J 1-3-0 1-3-0 1-5-5 1-3-0 1-3-0 0-1-8 i i Scab= 1:50.8 4x4 = 3x3 = 3x4 = 3x6 FP= 3x4 = 2 3 4 5 6 7 8 9 10 11 24 23 22 21 20 19 18 17 3x3 = 3x3 = 3x4 = 3x6 FP = 4x4 = 3x4 = 3x3 = 3x6 = 10-7 29-10 10-7 17-0- 3x3 = 3x4 = 12 13 2914 16 15 3x3 = 3x4 = 28 0 27 Plate Offsets (X Y) (18 0-1-8 Edge) j22 0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(ILL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES W B 0.48 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 151 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 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. REACTIONS. (lb/size) 15=853/0-7-4, 21=1791/0-5-11, 24=602/0-7-4 Max Grav 15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1231/0, 3-4=-1231/0, 4-5=-1231/0, 5-6=0/1048, 6-7=0/1048, 7-8= 1491/0, 8-9=-1491/0, 9-10= 2351/0, 10-11= 2351/0, 11-12=-2351/0, 12-13=-1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21-22=-245/646, 20-21 =0/1 039, 19-20=0/1039, 18-19=0/1912, 17-18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6-21=-281/0, 2-24=-1022/0, 2-23=-38/414, 5-21 =-1 233/0, 5-22=0/836, 4-22=-351A 13-15=-1501/0, 7-21 =-1 681/0, 7-19=0/797, 9-19= 768/0, 13-16=0/637, 12-16=-575/0, 12-17=-30/428, 9-18=0/718, 10-18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek® connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not a iruss system. Before use, the building designerxr sl verity the opf licabilily of design parameters and properly incogwraie this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addillorlal temporary and permanent bracing MiTek` Is always reUUlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Pty T11215938 T60301 F09 Floor Truss 1 7 739768011 Job Reference (optional) eunaers rvsraource, Tampa; Warn wy, rionua oa ov 0-1-8 HI 2-6-0 i 2-6-0 1 1-611 i 1- 3-0 2-6-0 2-6-0 1 26 3x3 = 3x3 = 3x3 = 3x4 = 4x6 = 3x6 FP= 2 3 4 5 6 7 8 9 25 24 23 22 21 20 19 18 17 16 3x3 = 3x4 = 3x6 = 3x6 FP= 3x3 = 3x3 = 3x3 = 3x4 = 3x4 = 4x4 = 10- 10-7 r. ._-_._....._.. ...___...__, .__. I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-Qs i3XN06B2HCA9hVTq u?V rRw982JBY_9fKcpC9z DG31 2- 2-5 2-6-0 2-6-0 0-t1J-8 Sri, A'= 1:50.8 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 30 0 29 r 29- 10-8 19- 0-1 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 25-26 >384 240 BOLL 0.0 Rep Stress Iner YES W B 0.54 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20 % F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.t(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 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=948/0-7-4, 23=1864/0-5-11, 26=434/0-7-4 Max Grav 1 6=961 (LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4=-859/305, 4-5=-859/305, 5-6=0/1198, 6-7=0/1198, 7-8=-1307/0, 8- 9=-1307/0, 9-10=-2187/0, 10-11_ 2698/0, 11-12=-2698/0, 12-13=-2698/0, 13- 14=-1851/0 BOT CHORD 25-26=-57l710, 24-25=-305/859, 23-24=-612/563, 22-23=0/728, 21-22=0/728, 20- 21 =0/1 854, 19-20=0/2509, 18-19=0/2698, 17-18=012267, 16-17=0/1398 WEBS 6-23=-299/0, 2-26=-828/66, 2-25=-290/174, 5-23=-1162/0, 5-24=0/7651 4-24=-456/0, 14- 16=-1632/0, 7-23=-1897/0, 14-17=0/720, 13-17=-660/0, 13-18=0/621, 7-21=0/956, 9- 21=-908/0, 9-20=0/562, 10-20=-552/0, 10-19=0/561, 11-19=-316/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. This design is based only upon parameters shown, and is for an individual Wilding component, not v Design valid for use only with MITek6 connectors. a truss system. Before use, the building designer must verify the applicabiiily of design parameters and properly incorporate this design Inlo the overall design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 0 M iTek' buildingIxeventIs always required for stability and to prevent collapse with possible Personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available train Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r t Job Truss Truss Type Qty Ply T11215939 T60301 F10 Floor Truss 1 1 739768012 Job Reference (optional) buiaers rirstaource, Tampa, ream any, rionaa ss000 0-1-8 2-6-0 1 13-0 i 2-0-11 ii 2-6-0 ii 2-6-0 1 t 27 3x3 = I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-v3GRkj 1 kyMP2oJGi1 XPE22_41YRVt_Glt_MMkczDG3H 2-60 1 85 260 HS Sca e = 1:50.7 3x4 = 3x3 = 3x3 = 4x6 = 3x4 = 3x6 FP= 3x3 = 3x3 = 4x4 = 2 3 4 5 6 7 8 9 10 11 12 13 14 3215 26 25 24 23 22 21 20 19 18 17 16 3x3 = 4x6 = 4x4 =3x6 FP= 3x4 = 3x3 = 3x3 = 4x4 = 3x6 = 3x4 = 29-10-8 31 0 30 om 1 8-t0-7 Plate Offsets (X Y)-- 120:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.27 20-21 >926 360 MT 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 155lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 26-27,25-26,24-25. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=1079/0-7-4, 24=1847/0-5-11, 27=319/0-7-4 Max Uplift27=-38(LC 4) Max Grav 1 6=1 092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543/369, 3-4=-543/369, 4-5=0/1059, 5-6=0/1059, 6-7=-1715/0, 7-8=-2751/0, 8-9=-2751/0, 9-10=-3500/0, 10-11- 3500/0, 11-12=-3500/0, 12-13=-3019/0, 13-14=-2171/0 BOT CHORD 26-27=-138/533, 25-26=-369/543, 24-25=-369/543, 23-24=011072, 22-23=0/2328, 21-22=0/2328, 20-21=0/3145, 19-20=0/3500, 18-19=0/3331, 17-18=0/2697, 16-17=0/1614 WEBS 2-27=-623/161, 4-24=-1160/0, 2-26= 356/15, 14-16=-1883/0, 6-24=-2114/0, 6-23=0/1060, 7-23=1015/0, 7-21=0/702, 9-21=-660/0, 14-17=0/886, 13-17=-835/0, 13-18=0/511, 12-18= 496/0, 12-19=-132/554, 11-19=-280/17, 9-20=0/688 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 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 3-1 Od (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." WARNING - V dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek) connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. Ilw building designer must verify the applicability of design parameters and properly incogwrate This design into the overall saw building design. Bracing Indicated is to prevent truckling of individual trISS web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city T11215940 TB0301 F11 Floor Truss P: 1 1—[ 739768013 Job Reference o floral bunaers rnstsource, i ampa, ream uny, rionaa aa000 0-1-8 H 21—i' 1-3-11 i 1 26 3x3 = 3x3 = 3x3 = 2 3 4 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-v3GRkj 1 kyMP2oJGil XPE22_9EYUet3klt_MMkczDG3H 1ir-4 l 2 5 12 1 4 _i 1-11-0— 0 1 8 Scal= 1:50.9 3x3 = 3x3 = 3x6 FP= 3x4 = 3x3 = 5 6 7 8 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 3x3 = 3x6 FP = 3x6 = 3x4 = 3x3 = 3x3 = 3x3 = 30 0 29 6-10-7 10-6-4 12-5-12 Plate Offsets (X Y)— (18:0-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 n/a rVa BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 152lb 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 puffins, except 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 0-7-4 except Qt=length) 23=0-5-11, 19=0-5-11. lb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5-6=-871/0, 6-7=-871/0, 7-8=-871/0, 8-9=0/521, 9- 10=0/521, 10-11=0/521, 11-12=-1249/0, 12-13= 1249/0, 13-14=-1249/0 BOT CHORD 25-26=-12/364, 24-25=-12/364, 23-24=-12/364, 22-23=0/637, 21-22=0/871, 20- 21 =-26/674,19-20= 26/674, 18-19=0/764, 17-18=0/1249, 16-17=0/879 WEBS 4-23=-281/0, 10-19=-282/0, 2-26=-422/14, 3-23= 623/0, 5-23=-827/0, 8-19=-870/0, 8- 21=0/405, 5-22=0/348, 7-21=-258/0, 11-19=-1116/0, 11-18=0/668, 12-18=-288/0, 14- 16=-1026/0, 14-17=0/432 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@) connectors. Ibis design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer Must verify the applicability of design parameters and properly incor orale this design into the overall Dot q building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord mernbers only. Additional temporary and permanent bracing IYI fTek" is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trorn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T1i215941 T60301 F12 Floor Truss i 1 739768014 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1 1.5x3 1 7.640 s Apr ra zui o Mi i ek mousuies, in, vied may cv 15.29.49 cd r r F,9v I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-N Fgpy32MjfXv PSrubFwTaG W Hxyv UcYI S6e5vG2zDG3G 2 3x3 = 3 1.5x3 11 Scale = 1:10.0 3x3 = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/detl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 ... 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 4 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 5=523/Mechanical, 4=665/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2-5=-684/0, 2-4=-684/0 PLATES GRIP MT20 , 244/190 Weight: 21 lb FT = 20 % F, 11 % E Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 11-4-0 from 0-9-0 to 3-10-8 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) "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 (pit) Vert: 4-5=-10, 1-6=-100, 3-6=-353 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03MI5 BEFORE USE. Design valid for use only with Muekl) connectors. This design is based only upon parameters shown, and Is for an individual building component, not Int a truss system. Before use, the building designer must verify the applicability of design parameters and properly incogalate this design bito the overall a building design. Bracing Indicated Is to prevent truckling of individual truss web and/or chord members only. Additional temporary and pennaneni bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type sty PIY T11215942 TB0301 F13 Floor Truss 1 1 739768015 Job Reference (optional) tsunaers rirsibource, i ampa, 'r—, any. rwnaa o o0 1 1.5x3 11 5 I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-N Fgpy32MjfXv PSrubFwTaG W H KywCcXPS6e5vG2zDG3G 2 3x3 = 6 3 1.5x3 11 Scale = 1:10.0 3x3 = 34 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.00 5 `" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO W B 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC20141FP12007 Matrix) Weight: 22 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, 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) 4=648/Mechanical, 5=863/0-7-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-342/0 BOT CHORD 4-5=0/753 WEBS 2-4=-904/0, 2-5=-904/0 NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14-10-0 from 0-0-0 to 3-2-0 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) '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 (pit) Vert: 4-5=-10, 1-6=-449, 3-6= 100 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with MiTek© connectors. This design is based only upon parameters shovm, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the al:01cabitity of design paiarneters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sec-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ, Truss Type Qty Ply T11215943 T60301 F14 Floor Truss 1 1 739768016 Job Reference (optional) bunaers tirslsource, I ampa, riant cny, rionaa 3356e b sHp,"CV..MI a n... —,.o... n,ay— . , 9e, ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-XNLe6rFzgYH8tlRQW nu37YgBbtihm?glwAoyNfzDFi W 0-1-8 H 1 2-6-0 1-3-0 1 2x4 11 2x4 = 2x4 = 1 2 1 1 1-5-4 4- S 1e=1:24.9 2x4 11 2x4 11 3 4 5 6 4x6 11 7 8 9 4x6 = 2x4 11 0om 14-6-12 1410-12 14-6-12 -4-0 Plate Offsets (X Y)-- [4:0-1-8 Edge] f5.0-1-8 0-0-01[9:0-3-0 Edge],[ 10:0- 1 -8Edge] f13.0-1-8 Edge] f14.0-1-8 Edqe] f1 7:0-1-8 0-1-0] f18:0-1-8 0-1-0] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Veft(TL) -0A2 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 82 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 puffins, 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) 9=787/0-3-8, 16=787/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1416/0, 3-4=-1812/0, 4-5=-1812/0, 5-6= 1812/0, 6-7= 1409/0, 7-8=-588/0, 8-9=-593/0 BOT CHORD 15-16=0/1112, 14-15=0/1 687,13-14=0/1812, 12-13=0/1 688,11-12=0/1109 WEBS 2-16=-1298/0, 9-11=0/887, 7-11=-82(3/0, 7-12=0/477, 6-12= 443/0, 2-15=0/482, 3-15=-431/0, 3-14= 41/383, 6- 13=-44/386 NOTES- ( 7) 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. _ Design valid for use only with Mliek(D connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ®®® building design. Bracing Indicated Is to prevent Lxickfing of individual truss webs and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse wish possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type OtyPlyT17215944 T60307 F15 7, u-ss or Truss 1 IobZfJ erence o tional awiaers reslaource, Tampa, n m -y, nuove -oo 0-1-8 H 1 2-6-0 1-3 ID:Zl7yacff3rgf5W0 6EG6Buz0Uf6-rRNB9P3?UzfmtcP49yRi7T3RTM54LsHbLIrTpUzDG3F 2-6-0 ii 1-9-4 ii 2-6-0 1.5x3 II 1.5x3 = 4x6 = 1.5x3 = 46 = 3x6 FP= 1.5x3 II 1.5x3 II 3x3 = 4x4 = 5x6 = 1 2 3 4 5 6 7 8 9 20 19 e e 17 16 15 3x6 = 4x4 = 4x4 = 3x3 = 18-9-4 01 8 Sc21'e = 1:32.5 14 13 12 TT 3x8 MT20HS FP = 5x6 = 4x6 = 3x3 = Plate Offsets (X Y)-- I11:Edge 0-1-81 I16:0-1-8 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.35 14-15 626 360 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) 0.54 14-15 412 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horc(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC20141FP12007 Matrix) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 100 Ito FT = 20%F, 11 %E LUMBER- BRACING` TOP CHORD 2x4 SP SS(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc puffins, except 1-3: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP SS(flat) 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-13: 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 18=1151/0-7-4, 11=1521/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2301/0, 3-4=-2301/0, 4-5=-3769/0, 5-6=-3769/0, 6-7=-3769/0, 7-8=-3621/0, 8-9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0/2884, 15-16=0/3769, 14-15=0/3851, 13-14=0/3329, 12-13=0/3329, 11-12=0/1313 WEBS 2-18=-1994/0, 2-17=0/940, 4-17=-926/0, 4-16=0/1202, 5-16=-397/0, 9-11=-1971/0, 9-12=0/1606, 8-12=-1594/0, 8-14=0/463, 7-14=-366/0, 7-15=-446/477 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 11-18=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use. the building designer must verify file applicability of design pxaiarneteis and properly incor oiale this design Into the overall E building design. Bracing indicated is to prevent buckling of individual truss well and/or chord members only. Additional temporary and f>eimanent bracing MiTek" is always required for stability and to prevenl collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insiiiule. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11215945 TB0301 F16 Floor Truss 1 1 73976110111 Job Reference (optional 0-1-8 H 2-6-0 7 1.5x3 1.5x3 = 1.5x3 = 3x3 = 1.5x3 I 1 2 3 I D: Zl7yacff3rgf5y0bD EG6Buz0Uf6-r RNB9 P3?Uzfm 1 cP4gyR i7T3 W qM DgL_NbLI rTpOzDG3F 1 1 Scale = 1:18.2 1.5x3 3x3 = 1.5x3 4 5 6 6' so o• 9 e 3x3 = vz = 3x3 = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(ILL) -0.08 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.25 Horz(TL) 0.01 7 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 55lb 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 puffins, 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) 10=568/0-7-4, 7=568/0-3-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-922/0, 3-4=-922/0, 4-5=-922/0 BOT CHORD 9-10=01736, 8-9=0/922, 7-8=0/736 WEBS 2-10=-859/0, 5-7=-859/0, 5-8=0/410, 4-8=-252/0, 2-9=0/410, 3-9=-252/0 NOTES- (5) 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) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTeM conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incori>orate this design into [he overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always required for stability and 10 prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabiicatlon, storage, delivery, erection and blacing of busses and truss systems, sReANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215946 TB0301 F17 FLOOR TRUSS 10 1 Job Reference (optional) burners tirstaource. Tampa, riam uny, r riaa ssooe 0-1-8 H, i 2-6-0 1-3-0 o r.Yi o i.. ..,,. o,....... .. .. .....r D: Z17yacff3rgf5y0bD EG68uz0U f6-JexZN k3dFHndfm_HigyxthclSm W j4 P UkZyaOLwzDG3E 1-7-12 2-6-0 01 8 I tale = 1 25.7 1.5x3 II 1.5x3 II 3 4 5 7 3x6 = 8-4-12 14-I U-1 L 8-4-12 6-" Plate Offsets (X Y)-- (11 0-1-8 Edgej j12:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.10 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) 0.15 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 81 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 puffins, 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) 14=802/0-7-4, 9=796/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1452/0, 3-4= 1878/0, 4-5= 1878/0, 5-6=-1878/0, 6-7= 1468/0 BOT CHORD 13-14=0/1137, 12-13=0/1736, 11-12=0/1878, 10-11 =0/1 746, 9-10=0/1158 WEBS 2-14=-1327/0, 7-9=-1338/0, 7-10=0/492, 6-10=-441/0, 2-13=0/500, 3-13=-451/0, 3-12= 26/417, 6-11=-37/407 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. i 31" 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCL UDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a lmss system. Before use, the building designer must verify the applicability' of design parameters and properly incorporate fllis design into the overall met building design. Bracing indicated is to prevent btickling of individual truss web and/or chord members only. Additional temporary and permanent bra•-ing MiTek' is always required for stability and to prevent collapse with possible Personal injury and prop early damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11215947 TBO301 HR01 Diagonal Hip Girder 1 1 73976801/1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r. s Apr - 20 i o mi i en ind—m—, mc. c y 24 -i,, i Zv, , oyw I D:Zl7yacff3rgf5yObDEG6BuzOUf6-JexZNk3dFHndfm_H igyxfhcgZmTN4SgkZyaOLwzDG3E 1-5-0 7-1-5 _i 9-9-5 1 7-1-5 2-" Scale = 1:21.0 2x4 11 3x6 = 5x6 = 9-9-5 9-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.15 5-8 >771 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.48 5-8 >243 180 BCLL 0.0 Rep Stress Incr NO W B 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pUrlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing. REACTIONS. (lb/size) 2=434/0-10-15, 5=592/Mechanical Max Horz2=196(LC 4) Max Uplift2=-237(LC 4), 5=-345(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-653/350 ROT CHORD 2-5=-470/612 WEBS 3-5=-662/570 NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 2 and 345 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60 Trapezoidal Loads (p)f) Vert: 2=0(F=30, B=30)-to-4=-147(F=-43, B=-43), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Wek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a miss system. Before use, the building designer must verify the applicability of design parameters and properly incogorate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and perrnonent bracing MiTek' IS always required for stability and to prevent collapse with possiblepersonal injury and properly damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI) Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availatble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA'2'2314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215948 T80301 HR02 Diagonal Hip Girder 1 1 739768020 Job Reference (optional) Builders Fu tSource, Tampa, Plant City, Florida 33566 1-5-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:29:52 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-ngVya44F0av UGwZTG NTACu8s P910pxj uocKZtNz DG3 D 6-11-6 6-11-6 3x4 II 3x4 = 2x4 11 Scale= 1:17.9 0-5-5 0-5-5 1 6-11-6 6-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.15 2-4 >513 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 Oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=293/Mechanical, 2=264/0-11-5 Max Horz 2=164(LC 4) Max Uplift4= 182(LC 8), 2= 185(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 4 and 185 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60 Trapezoidal Loads (pit) Vert: 5=0(F=30, B=30)-to-3=-104(F=-22, B= 22), 2=-2(F=9, 8=9)-to-4=-35(F=-7, B= 7) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before rise, file building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent I:wckling of Individual truss web and/or chord members only. Additional lemporaiy and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI1TP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215949 TBO301 HR03 DIAGONAL HIP GIRDER 4 1 739768021 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Apr is 20i o Mi i eK maumnes, In, Wed May 24 15.29 52 2017 rag, 1 I D: Zl7yacff3rgf5yObD EG6BuzOUf6-ngVya44FOav UGwZTG NTACu8rQ9nppvpuocKZtNzDG3D 1-5-0 6-2-11 9-9-5 1.5.0 6-2-11 3-6-10 2x4 11 3x6 = Scale = 1:23.1 995 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 5-8 >696 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5-8 >228 180 BCLL 0.0 Rep Stress Incr NO W B 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. REACTIONS. (lb/size) 2=427/0-5-5, 5=600/Mechanical Max Horz 2=298(LC 4) Max Uplift2=-190(LC 4), 5=-401(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-540/229 BOT CHORD 2-5=-434/489 WEBS 3-5=-530/512 NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 2 and 401 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-4=-147(F=-43, B=-43), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with Mllek-) connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing It is to prevent buckling of Individual It web and/or chord members only. Additional temFxorary and permanent bracing Welk` Is always requRed for stability and io prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 213 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 oTruss Truss Type QtY Ply T11215950 TB0301 HR05 DIAGONAL HIP GIRDER 4 1 739768022 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 164U S Apr ZZ ZUIb ml I eK inousines, mo. "eo may zv r4 oo: ZV / rayw i ID:Zl7yacff3rgf5yObDEG6BuzOUf6-QVDInGKotuVV201XDz_xEKOSNIG26LSsNW s9??zDFh7 1-0-0 3x4 = Scale = 1:6.2 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=143/0-5-5, 4=-16/Mechanical, 3=-15/Mechanical Max Horz 2=58(LC 10) Max Uplift 2= 166(LC 8), 4=-16(LC 1), 3= 19(LC 22) Max Grav 2=143(LC 1), 4=30(LC 8), 3=26(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottorn 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 166 lb uplift at joint 2, 16 lb uplift at joint 4 and 19 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 5=0(F=10, B=10)-to-4=-57(F=-18, B=-18) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6l connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11215951 T80301 Jot JACK -OPEN TRUSS 2 1 739768023 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc Wed May 24 15:29:53 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-FO3KnQ5tnu1 Lu48fg5?Pl6h7wZKXYOy11 G37PpzDG3C 1-0-0 + 1-10-15 1-0-0 1-10-15 Scale = 1:7.7 2x4 = 1-10-15 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(ILL) -0.00 2 >999 240 MT244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 8 lb FT = 20°! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical, 2=156/0-8-0, 4=18/Mechanical Max Horz2=65(LC 8) Max Uplift3=-40(LC 12), 2=-131(LC 8) Max Grav3=36(LC 1), 2=156(LC 1), 4=37(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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3 and 131 Ito uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103M15 BEFORE USE. Design valid for use only with MiTekJ connectors. This design is based only upon parameters shown. and is for an individual building component, not a tiuss system. Before use, the building designer must vetlfy the applicability of design parameters and properly Incorporate this design into the overcall building design. Bracing indicated is to prevent txtckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing McTek` Is always readied for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215952 TBO301 J02 JACK -OPEN TRUSS 2 1 739768024 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-FO3KnQ5tnu1 Lu48fg5?Pl6h6AZJ_YOy11 G37PpzDG3C 2-10-15 2-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(ILL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.07 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 FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mechanical Max Horz2=84(LC 8) Max Uplift3= 61(LC 12), 2=-162(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3 and 162 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek® connectors. this design Is based only upon parameters shown, and is for an Individual building component, not — a Iniss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabi lcation, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q T11215953 TB0301 J03 JACK -OPEN TRUSS 27 1 739768025 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 2x4 = r."v s rpr r e zv i o mirek muusuros, i—, y24 1 o vm cv,j gu, I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-j Ddi?m6VYC9C W Ej sOoW e HJ E FNzdQ H rCBGwpgyFz DG3B 4-10-15 4-10-15 Scale = 1:12.7 4-10-15 4-10-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.02 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=124/Mechanical, 2=272/0-8-0, 4=45/Mechanical Max Horz2=124(LC 8) Max Uplift3=-127(LC 12), 2= 1 B4(LC 8) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 3 and 184 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual Ixiilding component. not a IFUSS system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall i6 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and 10 prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabie frorn Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215954 T60301 J04 JACK -OPEN TRUSS 4 1 739768026 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 MI t eK mdusirles, Inc. Wed May 24 15:29:54 20i 7 rage 1 I D:ZI7yacff3rgf5yObD EG6B uzOUf6-j Ddi?m6VYC9C W EjsOoW eHJ E9rzZbH rCBGwpgyFz DG3B 1-0-0 7-0-0 700 d 3x4 = Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.11 2-4 >740 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.25 2-4 >321 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 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. REACTIONS. (lb/size) 3=177/Mechanical, 2=352/0-8-0, 4=79/Mechanical Max Harz 2=166(LC 8) Max Uplift3= 164(LC 12), 2= 214(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever Jett and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live'loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 3 and 214 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was Used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with Mllek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - -- a In= system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall YY building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215955 TBO301 JOS JACK -OPEN TRUSS 2 1 739768027 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 5 Apr 19 2016 MI I ek Industries, Inc. Wed May 24 15:29:5b 2U1 I vage 1 I D:Zl7yacff3rgf5yObD EG6Buz0U f6-BP B4C667JV H37N 12xVV 1 tgXmTuN 0501SKUaYE U izDG3A 1-0-0 0-10-15 2x4 = 131x3.5° DENAILS Scale = 1:6.9 0-10-15 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-6/Mechanical, 2=137/0-6-15 Max Horz 3=53(LC 12), Max Uplift3=-6(LC 1), 2=-121(LC 12) Max Grav3=47(LC 16), 2=137(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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib uplift at joint 3 and 121 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MlTekil connectors. [his design Is based only upon parameters shown, and Is for an Individual building component, notNORatrusssystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall WOWbuildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing SITOW Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, dellvery, ere.cilon and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11215956 T80301 J06 JACK -OPEN TRUSS 2 1 739768028 Job Referenc(.pbon.l) Builders FirslSource. Tampa, Plant City, Florida 33566 .°4 . nV, ' ° 1 p 1°II' ak 11 ""'ll 11 ^ a a "'9 ID:ZI7yacff3rgf5yObDEG6BuzOUf6-BPB4C667JVH37Nl2xW 1 tgXmSLN?SOISKUaYEUizDG3A 1-0-0 2-10-15 1-pp 2-10-15 Scale: 1 "=V v6 2x4 = 0-4-0 0-4-0 2-10-15 2-6-15 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 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/TP12007 Matrix) Weigh1:111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mechanical Max Horz2=112(LC 12) Max Uplift3=-74(LC 12), 2=-100(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(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=6.opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;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 74 lb uplift at joint 3 and 100 Ito uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. VLMU e Design valid for use only with MITekf,) connectors. This design Is based only upon parameters shown, and Is for an individual building component, notatrtmsystem. Before use, the building designer must verify file applicability of design parameters and propegly Incogxirate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply T71215957 T80301 J07 JACK -OPEN TRUSS 2 1 739768029 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 1-0-0 Ot0 2x4 = 7.640 a Apr 19 2016 Mp Ten nuuamoa, Inc.. .. e . r I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-BPB4C667JVH37NI2xW 1 tgXmPkNyU01SKUaYEUizDG3A 5-0-0 5-0-0 Scale = 1:17.3 0-4-01 4-8-0 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Verf(TL) -0.07 2-4 >820 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=276/0-8-0, 4=46/Mechanical Max Horz2=176(LC 12) Max Uplift3=-152(LC 12), 2= 118(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valld for use only win MilekG connectors. This design Is based only upon parameters shown, and Is for an individual building component, not V a puss system. Before use, Ilse building designer must verify the applicability of design parameters and properly incol orate, tits design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stab0lty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty P= JbRfe,,n,, T11215958 TB0301 J08 JACK -OPEN TRUSS 8 otional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Wed May 24 15:29.56 201 I Page 1 ID: Zl7yacff3rgf5yObDEG6BuzOUf6-gbISQS714pPwIXtEVDY6MkJel nMglliUjEln08zDG39 1- 0-0 0-10-15 1- 0-0 0-10-15 2x4 = Scale = 1:6.9 0- 10-15 0- 10-15 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 OC pUrlins. BOT CHORD 2x4 SP No.2 BbT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=-1 1 /Mechanical, 2=134/0-4-0, 4=9/Mechanical Max Horz2=53(LC 12) Max Uplift3=- 11 (LC 1), 2=-87(LC 12) Max Grav3=16(LC 8), 2=134(LC 1), 4=17(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=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ito uplift at joint 3 and 87 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown- and Is for an individual building component, not a truss system. Before use, the building designer nlusl verity the applicgbflity of design p ararnetes and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for siabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215959 T60301 J09 JACK -OPEN TRUSS 8 1 739768031 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 2-10-15 1-0-0 2-10-15 2x4 = 2-10-1 S t.b4u 5 Apr iv zui O Mi eK mOusrrles, inc. vved may 24 i 5.29:56 20 i 7 Page i I D: Zl7yacff3rgf5yObD EG6Buz0Uf6-gbISQS714pPwIXtEV DY6MkJ elnLXlliUj Eln08z DG39 Scale: 1 "=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 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/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=193/0-4-0, 4=27/Mechanical Max Horz2=112(LC 12) Max Uplift3=-81(LC 12), 2=-93(LC 12) Max Grav3=65(LC 1), 2=193(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 93 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MllekO connectors. [his design Is based only upon parameters shown, and is for an Individual tAillding component. not ^ a firms system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent hackling of Individual truss uveb and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS]ITPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T 11215960 TB0301 J10 JACK -OPEN TRUSS 8 1 739768032 Job Reference (optional) Builders FirsiSource, Tampa. Plant City, Florida 33566 1-0-0 4-10-15 1-0-0 4-10-15 2x4 = 4-10-15 1.C4V S Apr ig 2016 MI Iek Industries. Inc. Wed May cv 1529:57 2017 rage I I D:Zl7yacff3rgf5yObD EG6BuzOUf6-8nl rdo8Dg7XnN hSQ3w3LvysluAeoUCydyul KYaz DG38 Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(TL) 0.07 2-4 780 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 17lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=132/Mechanical, 2=266/0-4-0, 4=47/Mechanical Max Horz 2=173(LC 12) Max Uplift3=-154(LC 12), 2=-113(LC 12) Max Grav3=132(LC 1), 2=266(LC 1), 4=94(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 3 and 113 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010372015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing p IYI iTek` is alwaysrequired for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellveiy, erecaion and bracing of trusses and muss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry T11215961 T80301 Jii JACK -OPEN TRUSS 10 1 139768033 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = i.owu s Apr r a zui o Mi ex rnausmes, k c Wad May 24 15.2e.57 2017 ye i I D:ZI7yacff3rgf5yObD EG6BuzOUf6-8nl rdo8Og7XnN hSQ3w3LvysgNAaj UCydyul KYaz DG38 Scale = 1:22.2 Plate Offsets (X Y)-- j2 0-0-4 Edgel 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ' in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.14 2-4 >568 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.28 2-4 >291 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 81 /Mechanical, 2=347/0-4-0, 4=83/Mechanical Max Horz2=236(LC 12) Max Uplift3=-193(LC 12), 2=-137(LC 12) Max Grav3=181(LC 1), 2=347(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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 3 and 137 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,171-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(R) connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design into the overall bullding design. Bracing Indicated is to prevent txrckling of Individual truss web and/or chord menitXers only. Additional temlwrary and permanent bracing MiTek' IS always required for stability and to prevent collapse with Possible personal injury and property carnage. For general guidance regarding the fabilcatlon, storage, delivery, erection and bracing of busses and truss systems, seeANSUTPi I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215962 TBO301 J12 Jack -Open Truss 1 1 73o9768034 Jrb Reetell. Builders FirstSource, Tampa, Plant City, Florida 33566 r.b4V s Apr is zuio Mi ek industries, inc. W may cv 15:29:57 201 r rayo I D: Zl7yacff3rgf5yObDEG6BuzOUf6-Bnl rdo8Og7XnN hSQ3w3LvysnMAZwU6Mdyul KYazDG38 4-1- 7 2-10-9 3x4 = axo I 6x8 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20. 0 Plate Grip DOL 1.25 TC 0.25 TCDL 10. 0 Lumber DOL 1.25 BC 0.58 BCLL 0. 0 ' Rep Stress Incr NO WB 0.42 BCDL 10. 0 Code FBC2014fTPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 1=1138/0-8-0, 4=1008/Mechanical Max Horz 1=205(LC 8) Max Upliftl=- 478(LC 8), 4=-524(LC 8) Max Gravl= 1349(LC 15), 4=1182(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1453/467 BOT CHORD 1-5=-553/1262, 5-6=-553/1262, 4-6= 553/1262 WEBS 2- 5=439/1389, 2-4= 1567/687 Scale = 1: 22.4 DEFL. in ( loc) Ildefl Ud PLATES GRIP Vert(LL) 0.03 1-5 >999 240 MT20 244/190 Vert(TL) - 0.05 1-5 >999 180 Horz(TL) 0.01 4 n/a n/a Weight: 40 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. U; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 1 and 524 lb uplift at joint 4. 6) Girder carries tie-in span(s): 15-8-0 from 0-4-0 to 6-4-0 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 3=-60, 1-6=-291(F=-271), 4-6=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual Wilding component, not a truss systern. Before use- the building designer must verify the applicability of design parareters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual huss web and/or chord mernbers only. Additional temporary and permanent bracing M iTek' is always required for slabltityand to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of tr sses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215963 TBO301 J20 JACK -OPEN TRUSS 20 1 739768035 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-c—sDr890bQfe_rlddeaaS9O_aa1VDfCmAYnu50zDG37 1-0-0 0-8-12 1-0-0 0-8-12 Scale = 1:6.4 U.131 X3.5" TOENAILS 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 0.10 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 2 >999 180 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: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-8-12 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=136/0-4-0, 4=-19/Mechanical Max Horz2=49(LC 9) Max Upfift2=-103(LC 9), 4= 19(LC 1) Max Grav2=136(LC 1), 4=27(LC 9) 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2 and 19lb 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) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. This design is based only upon shown, and Is for an Individual Iwllding component, notDesignvalidforuseonlyWIThMITek® connectors. parameters designer verity the applicability of design parameters and properly Incorporate this design into the overall i a truss system. Before use, the building musl building design. Bracing indicated Is to prevent Lxickling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with posslhle personal injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI I Quailly Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. fabrication, storage• Safety Information availatNe from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215964 TBO301 J21 Jack -Open Truss 1 1 739768036 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:29:58 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6B uzOUf6-c_sDr890bQfe-r 1 ddeaaS9OyMaq D DYLmAYnu50zDG37 4-1-7 7-0-0 4-1-7 2-10-9 Scale = 1:22.4 axb II 3X4 = 6x8 = 4-1-7 7-0-0 - 4-1-7 2-10-9 Plate Offsets (X Y)-- 4 Edge 0-3-12j j5 0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Verl(TL) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix) Weight: 40lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=845/0-4-0, 4=1326/Mechanical Max Horz 1=205(LC 8) Max Upliftl=-371(LC 8), 4=-716(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1442/604 BOT CHORD 1-6=-674/1236, 6-7=-674/1236, 5-7= 674/1236, 5-8=-674/1236, 4-8=-674/1236 WEBS 2-5= 590/1323, 2-4=-1535/837 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ito uplift at joint 1 and 716 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) 111 Ito down and 56 lb up at 1-0-0, and 191 lb down and 96 lb up at 3-0-0, and 1334 lb down and 668 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 1-4=-20 Concentrated Loads (lb) Vert: 6=-111(F) 7= 191(F) 8=-1334(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. v Design valid for use only with Milek© connectors. This design Is based only upon parameters shown, and is for an Individual building component, not - - a if system. Before use, the building designer must verify the applicability of design parameters and property incorporate ibis design into the overall qbuildingdesign. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Mi 1pek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T71215965 TBO301 Rot Halt Hip Truss 1 1 739768037 Job Reference (optional) Builders FirstSource. Tampa, Plant Cry, Florida 33566 /.b4u s Apr iv zvlb MI lex ind—rles, in, Wed may cv io.ce.oa c&, r F,9a I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-4AQb2U 9eMkoVc?bpAL5p_Nx?y_AYyxOwPC W RdTzDG36 1-0-0 7-0-0 10-5-8 14-2-8 1-0-0 7-0-0 3-5-8 3-9-0 5x6 = 3x6 = 4 Scale = 1:26.3 2x4 = 3x6 = 6x8 = 7-0.0 14-2-8 7-0-0 7-2-8 Plate Offsets (X Y)-- 12 0-3-0 Edgej (6 0-4-8 0-3-0j 17:0-3-5 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.12 2-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.36 6-7 >452 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.05 6 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 63lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puffins, except 3-5: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1082/0-8-0, 6=1302/Mechanical Max Horz 2=168(LC 4) Max Uplift2=-612(LC 4), 6=-712(LC 4) Max Grav2=1082(LC 1), 6=1434(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2684/1124, 3-4=-2428/1118 BOT CHORD 2-7=-1119/2461, 6-7= 920/1672 WEBS 3-7= 46/584, 4-7— 265/905, 4-6=-1917/1104 NOTES- (11) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 612 lb uplift at joint 2 and 712 lb uplift at joint 6. 7) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 773 lb down and 277 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-133(F=-73), 2-7=-20, 6-7=-44(F=-24) Concentrated Loads (lb) Vert: 7=-513(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual Ixwllding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent Lwckling of Individual truss web and/or chord members only. Additional temporary and pen nanent bracing MiTek` Is always recldred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and Exacting of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215966 T60301 R02 Hall Hip Truss 1 1 739768038 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MI I ek Industries, Inc. Wed May 24 15:29:59 2011 rage 1 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-4AQb2U9eMkoVc?bpAL5p_Nx2x_F3yugwPCW RdTzDG36 1-0-0 - 7-2-7 9-0-0 14-2-8 - _- 1 0 0 7-2-7 1-9-9 5-2-8 3x4 = Scale = 1:26.4 3x4 11 3x4 = 2x4 11 sxo — 7-2-7 Plate Offsets (X Y)-- j2:0-2-0 Edge1 j4 0-2-0 0-2-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.09 2-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.17 2-7 963 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 62lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=633/0-8-0, 6=545/Mechanical Max Horz 2=208(LC 8) Max Uplift2=-356(LC 8), 6=-290(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038/431 BOT CHORD 2-7=-512/922, 6-7=-512/922 WEBS 3-7=0/317, 3-6=-928/515 Structural wood sheathing directly applied or 5-1-2 oc puffins, except end verticals. Rigid ceiling directly applied or 8-0-4 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2 and 290 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101031201E BEFORE USE. Design valld for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an Individual building component. not - - a buss system. Before use., the building designer must verify the applicability of design parametels and properly Incorporate this design into the overall WOWTbuildingdesign. Bracing indicated Is to prevent buckling of,individual truss web and/or chord members only. Additional temporary and pleimanent bracing IVIf OW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215967 T60301 R03 Special Truss 1 1 139768039 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 /.oau s Hpr l a eui b mt i eK mausrnes, inc. vveu may — i o ov.vu — i r raye i I D: Z17yacff3rgf5yObDEG6Buz0 Uf6-YM_zFpAG72wLE9A?k3d2XaU DQO W 5hOw3esG?gvzDG35 rt -O-D 6-9-14 10-8-0 16-4-0 20-8-02No 0 30-0-0 31-0-q 1-0-0 6-9-14 3-10-2 5-5-0 4-4-0 0-4-0 4-0-0 5-0-0 1-0-0 Scale = 1:54.4 4x6 = 13 - 11 iu 3x8 = 4x6 = 6x8 = 3x6 3x4 = 3x6 = 3x4 = 16-4-0 LOADING (psf) SPACING- 2-0-0 I CSI.. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.49 13-16 >516 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD 2x4 SP No.2 Except' BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. 8-12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-8-0, 11=2642/0-8-0, 8=467/0-8-0 Max Horz2=-152(LC 9) Max Uplift2=-344(LC 8), 11= 1385(LC 9), 8=-305(LC 9) MaxGrav2=812(LC 1), 11=2966(LC 15), 8=553(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1026/402, 3-4=-738/298, 4-5=-752/281, 5-6=-286/708, 6-20= 286/708, 7-20=-286/708, 7-8=-791/345 BOT CHORD 2-13=-364/845, 12-13=-107/503, 11-12=-107/504, 11-21=-215/634, 10-21=-215/634, 8-10=-231 /679 WEBS 4-13=-88/411, 7-10=-270/813, 6-11=-343/324, 7-11=-1381/720, 5-13=-11/322, 3-13=-333/354, 5-11=-1370/630 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=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 2, 1385 lb uplift at joint 11 and 305 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22-0-0 left side setback, and 5-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 370 lb down and 150 lb up at 25-0-0, and 1626 lb down and 662 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on page 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103MI S BEFORE USE. ILMEs Design valid for use only with MITek(,PD connectors. This design is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and propel ly incorporale this design Into the overall p a building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord membersIYIonly. Additional temporary and permanent bracing iTek' Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tussles and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty P ly T11215967 TBO301 R03 Special Truss 1 1 739768039 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33565 r.ovv s r,pr je ev 16 ivi .en wvvsrves, m— —v way 2 is -v.vv ..,, yo I D:Zl7yacff3rgf5yObD EG66uz0Uf6-YM_z FpAG72wLE9A?k3d2XaU DQO W 5hOw3esG?9vzDG35 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-20=-60, 7-20=-95(F=-35), 7-9=-60, 14-21=-20, 10-21=-32(F=-12), 8-10=-20 Concentrated Loads (lb) Vert: 10=-233(F) 21=-1027(F) WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors. [his design Is based only upon parameters shown, and Is for an Individual building component, not - a tnrss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall a building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and MISS systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215966 TB0301 R04 Common 2 1 739768040 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 6-9-13 6-9-13 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:30:00 2017 Page 1 1 D:Zl7yacff3rgf5yObDEG6Buz0U f6-YM_zFpAG 72wLE9A? k3d2XaU F W OVThW t3esG?9vzD G35 10-8-0 14-6-3 21-4-0 3-10-3 3-10-3 6-9-13 4x6 = Scale = 1:38.5 I2T 0 3x6 = 5x8 — 3x6 = Plate Offsets (X Y)-- 10-8-0 12 0-0-8 0-0-2j (6:0-0-8 0-0-21 (7:0-4-0 0-3-0) 10-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(ILL) -0.16 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0A4 7-10 >586 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=853/0-8-0, 2=914/0-8-0 Max Horz2=165(LC 16) Max Uplift6=-346(LC 13), 2=-389(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1271/508, 3-4=-977/401, 4-5=-977/400, 5-6=-1271/509 BOT CHORD 2-7=-471/1063, 6-7=-334/1064 WEBS 4-7=-231/642, 5-7= 336/364, 3-7=-335/362 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (,--second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf, h=25ft; Cat. il; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 6 and 389 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MI feki7 connectors. this design is based only upon paramefers shown, and is for an Individual building component, not a truss system. Before use, the bulldirig designer must verify the applicability of design parameters and properly Incorporate this design into file overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary aid peimaient bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se,( ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11215969 TB0301 R05 Common 6 1 739768041 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 O1 1-0-0 6-9-13 1-0-0 6-9-13 T 640 s Apr i 9 2016 iMi k IIUUDIIi u. eu ry y — I -v c,, , r uc I I D: Z17yacff3rgf5yObD EG66uz0U f6-0ZYLT9BuuL2Csl ICI m8H3o0QH orkQz8 Dt W?Yi LzDG34 3-10-3 3-10-3 4x6 = 6-9-13 1-0-0 Scale = 1:38.4 34 = 5x8 = 3x6 = 10-8-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 10.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=913/0-8-0, 6=913/0-8-0 Max Horz 2=-1 52(LC 13) Max Uplift2=-389(LC 12), 6=-389(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1269/507, 3-4=-976/400, 4-5=-976/399, 5-6= 1269/508 BOT CHORD 2-8=-458/1062, 6-8=-317/1062 WEBS 4-8=-230/640, 5-8=-335/363, 3-8= 335/362 21 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.16 8-11 >999 240 MT20 244/190 Vert(TL) -0.43 8-11 >593 180 Horz(TL) 0.04 6 n/a n/a Weight: 93 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. 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=6.opsf; h=25ft; Cat. li; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint 2 and 389 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/207S BEFORE USE. Design valid for use only with MfektD connectors. This design Is based only upon parameters shown. and is for an individual building component, not a trim system. &efore use, the building designer must verify the applicability of design porarneters and properly incogwrato this design into fire overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brazing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply T11215970 Job O301 R07 Hip Truss 1 1 739768042 Job Reference (optional) 153002 201P Builders FirstSource, Tampa. Plant City, Florida 33566 3 1- 0-0 1- 0-0 7-0-0 5x6 = 1- 8-0 7. 640 s Apr 19 2016 Mir I ek Industries. Inc. Wed I D: Zl7yacff3rgf5yObD EG6Buz0Uf6-Ul6j gVC W ffA3TSKOsUf W c?ZUYBD U9 P hM5A15EozDG33 5x6 = 7- 0-0 3x6 = 3x6 11 3x6 11 3x6 = Plate Offsets (X Y)-- 7- 0-0 3 0-3-0 0-2-01 (4:0-3-0 0-2-01 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 10.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 * Rep Stress Incr NO WB 0.29 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.1 *Except* 3- 4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1281/0-4-0, 5=1281/0-4-0 Max Horz 2=-105(LC 13) Max Uplift2=-672(LC 8), 5=-672(LC 9) Max Grav2=1459(LC 15), 5=1459(LC 16) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2684/1123, 3-4=-2248/1030, 4-5=-2683/1123 BOT CHORD 2-8=-906/2348, 7-8= 896/2310, 5-7=-910/2350 WEBS 3-8=-334/969, 4-7— 334/969 1- 0-0 Scale = 1:29.5 p 7-0-0 DEFL. in loc) I/deft Ud PLATES GRIP Verl( LL) 0.18 2-8 999 240 MT20 244/190 Vert( TL) 0.28 2-8 663 180 Horz( TL) 0.06 5 n/a n/a Weight: 62 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. 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=6.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 672 lb uplift at joint 2 and 672 lb uplift at joint 5. 7) Girder carries hip end with 7-0-0 end setback. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 813 lb down and 331 lb up at 8-8-0, and 813 lb down and 331 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 60, 3-4=-133(F=-73), 4-6=-60, 2-8=-20, 7-8=-44(F=-24), 5-7=-20 Continued on A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. DesignvalidforuseonlywithMiTekT) connectors. This design is based only upon pararneteis shown, and is for an individual building component, not a truss system. Before use, fhe building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. &acing indicated is to prevent kwckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alwaysrequiredforstabilityandtopreventcollapsewithpOSSibtepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. _ MiTek` 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T71215970 TBO301 R07 Hip Truss 1 1 739768042 Job Reference (optional) Builders FirslSource, Tampa, Plant CBy, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-513(F) 7= 513(F) 64U s Apr IV LU16 Mi I eK VIauslnes, Inc. wea may z4 l0.:su:uz zal / rage z I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-U l6j gVC W ffA3TSKOs Uf W c?ZUYBD U9PhM5Al5EozDG33 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with Milek© connectors. This design is based only upon parameters shown, and is for an individual building component. not -- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate This design into the overall building design. &acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional teml:>orary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrtcalton, storage, delivery, erection and bracirrg of it usses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215971 TB0301 R08 COMMON TRUSS 4 1 739768043 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:30:02 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-Ul6jgVCW ffA3TSKOsUf W c?ZU6B Fb9RzM5A15Eoz DG33 15-8-0 7-10-0 4x6 = 3x6 = 2x4 11 sxti Scale = 1:28.7 I 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.18 4 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.29 4-5 636 180 BCLL 0.0 Rep Stress Incr YES W B 0.14 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 57 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=615/Mechanical, 2=690/0-4-0 Max Horz2=127(LC 12) Max Uplift4=-245(LC 13), 2=-298(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-895/318, 3-4= 892/311 BOT CHORD 2-5=-197/703, 4-5=-197/703 WEBS 3-5=0/375 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=6.Opsf; h=25ft; Cat. It;, Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 4 and 298 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0?/2015 BEFORE USE. Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and is for an individual building corponent not a buss system. Before use, the building designer must verify file applicability of design parameters rind properly incorporate this design into file overall building design. Bracing indicated is to prevent buckling of Individual truss well and/or chord rnembers only. Additional temporary and permanent bra; ing MiTek" is always required for stability and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215972 T60301 R09 Hip Truss 1 1 739768044 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:30:03 2017 Page 1 I D:Zl7yacff3rgf5yObDEG66uzOUf6-yxg6urD8Qzlw5cvaPBA19 D5gYba RuiKVKq Ufm EzDG32 1-0-0 3-11-4 1 7-0-0 12-4-9 17-7-7 23-0-0 26-0-12 1 30-0-0 1-0-0, 1-o-0 3-1111 3-0-12 5-4-9 5-2-13 5-4-9 3-0-12 3-11-4 1-0-0, 6x8 = 6 one 5x8 = 20 2x4 II 8X10 = Scale = 1:53.5 0 c? 6 1s 14 -- - 12 11 3x8 = 5x8 = 6x12 MT20HS = 6x8 = 3x4 = 5x8 = 2x4 11 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 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 0-9-8 0-1-91 (4 0-4-0 0-1-151 17:0-4-0 0-4-41 (9 0-1-11 Edge1 112:0-1-8 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.41 12-14 >879 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.75 12-14 >478 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 188lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2163/0-4-0, 9=2687/0-8-0 Max Horz 2=105(LC 8) Max Uplift2=-793(LC 5), 9=-979(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4339/1687, 3-4= 4154/1639, 4-5=-3763/1518, 5-20=-6735/2703, 6-20=-6735/2703, 6-7=-6740/2706, 7-8=-5342/2049, 8-9= 5510/2092 BOT CHORD 2-15=-1508/3855, 14-15=-2395/5981, 13-14=-2395/5981, 13-21=-2395/5981, 12-21— 2395/5981, 11-12=-1727/4793, 9-11 =-1 808/4899 WEBS 4-15=-566/1621, 5-15=-2708/1218, 5-14=-182/572, 5-12=-324/955, 6-12=-747/497, 7-12=-1073/2373, 7 11- 1891741 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 2 and 979 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 257 lb up at 23-0-0, and 1102 lb down and 552 Ib up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not - otatrusssystem. Before use, the building designer Must verily the applicability of design parameters and propel ly incogwrate if )is design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215972 TBO301 R09 Hip Truss 1 1 739768044 Job Reference (optional) builders Fns1bource, Tampa, ream cny, Florma ss000 6ID:Zl7yacff3rgf5yObD EG6Buz0Ut6-yxgurD6Qz Iw5cvaPBAl9 D5gYba RuiKVKq Ufm Ez DG32 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-60, 4-20=-60, 7-20=-133(F— 73), 7-10= 60, 2-21= 20, 11-21= 45(F=-25), 9-11_ 20 Concentrated Loads (lb) Vert: 11=-513(F) 21=-1102(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(9 connectors. This design is based only upon parameters shown, and is for an Individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bra%:ing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the t Blvd.e East fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandila, VA 22314. Job Truss Truss Type Qty Ply T11215973 T60301 R10 HIP TRUSS 2 1 739768045 Job Refere(.ptmn.I) Builders FirstSource, Tampa, Plant City, Florida 33566 L040 S Hpf i e cv , 6 AT- A 6 y <: : aa= I D:Zl7yacff3rgt5yObD EG6BuzOU f6-RSE U 5B DnBGQnj mUnzvh_hQewS?wldFhfZU EC IgzDG31 6-6-6 9-0-0 15-0-0 21-0-0 23-5-10 30-0-0 r01-0-Q 1-0-0 6-6-6 2-5-10 6-0-0 6-0-0 2-5-10 6-6-6 4x6 = 3x8 = 4x6 = 13 iz v 3x8 = 3x6 = 2x4 11 3x4 = 3x8 = Scale = 1:53.5 3x6 = m fa 9-0-0 15-0-0 21-0-0 30-0-0 9-0-0 6-0-0 6-0-0 9-0-0 Plate Offsets (X Y) f2.0 2 8 0 1 81 f8 0-2-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Verl(LL) 0.13 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,76 Verl(TL) -0,35 10-19 >999 1110 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.11 8 n/a rl/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 148 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 8=1260/0-4-0 Max Horz 2=131(LC 12) Max Uplift2= 447(LC 12), 8=-447(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2046l790, 3-4=-1832/752, 4-5=-1616/696, 5-6=-1616/696, 6-7=-1832l752, 7-8=-2046/789 BOT CHORD 2-13=-617/1753, 12-13=-689/1944, 11-12=-689/1944, 10-11=-689/1944, 8-10=-589/1753 WEBS 3-13=-246/297, 4-13= 193/596, 5-13=-496/298, 5-10=-496/298, 6-1 0=-1 93/596, 7-10= 246/298 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=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 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." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with Mllek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Iatrusssyslem. Before use, the building designer must verify the alADllcability of design parameters and Ixoperly incorporate this design into the overall qq building design. Bracing indicaled is to prevent txickling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215974 T80301 R 1 1 HIP TRUSS 2 1 7397611046 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:30:04 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-R8E U5B DnBGQnj m Unzv h_hQeot?s_dL9fZU ECI gzDG31 7-6-0 19-0-0 2-6-0 30-0-0 1-0-Q 110i -0 3-6-0 1-0-0' 0-o 7-6-0 7-6-0 10x16 MT20HS 3x4 = 3x6 10x16 MT20HS zz 2x4 // 2x4 \\ 4x6 = 3x4 = 3x6 Scale = 1:53.5 Plate Offsets (X Y)-- 12:0-2-9 0-1-8j [4 0-3-10 Edge] 17 0-3-10 Edgej 19 0-2-9 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 0.99 Vert(LL) 0.54 11-13 672 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 1.1411-13 316 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 136 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-7: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 9=1260/0-4-0 BRACING- ' TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Max Horz 2=155(LC 12) Max Uplift2=-477(LC 12), 9=-477(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-19021705, 3-4=-1701/691, 4-5=-1531/661, 5-6=-1337/634, 6-7=-1531/662, 7- 8=-1701/691,8-9=-1902l706 BOT CHORD 2-13=-547/1596, 13-20=-379/1337, 12-20= 379/1337, 12-21=-379/1337, 11-21=-379/1337, 9- 11=-495/1595 WEBS 8-11=-155/310, 3-13=-155/310, 5-13=-166/446, 6-11=-168/442 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=6.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477lb uplift at joint 2 and 477 lb uplift at joint 9. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notam atrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11215975 TB0301 R12 HIP TRUSS 2 1 73/1768047 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MITek Industries, Inc. Wed May 24 1530.05 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-v KnsJXE PyaYeKw3zXcC D EeB?OPBpMkson8zmr6zDG30 i1-0-Oi 7-6-0 13-0-0 17-0-0 22-6-0 30-0-0 ,31-0-0, 1-0-0 7-6-0 5-6-0 4-0-0 5-6-0 7-6-0 1-0-0 1 0 3x6 3x6 // 3x6 \\ 36 = 5 6 7 3x6 - 3x4 - 4x6 = 3x4 = 3x6 Scale = 1:53.5 10-0-0 13-0-0 1 17-0-0 20-0-0 30-0-0 10-0-0 3-0-0 4-0-0 3-0-0 10-00 Plate Offsets (X Y)-- j2:0-2-9 0-1-8j (4 0-3-0 Edge], (7:0-3-0 Edgel j9:0-2-9 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.45 11-13 >808 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL)-0.9011-13 >399 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 133lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 9=1260/0-4-0 Max Horz2=-183(LC 17) Max Uplift2=-504(LC 12), 9=-504(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1978/725, 3-4=-1750/7OO, 4-5=-1504/678, 5-6=-1200/596, 6-7=-1504/679, 7-8=-1750/700, 8-9=-1977/726 BOT CHORD 2-13=-675/1679, 13-20=-289/1200, 12-20= 289/1200, 12-21= 289/1200, 11-21=-289/1200, 9-11=-516/1679 WEBS 8-11=-341/414, 3-13--341/413, 5-13=-27u!610, 6-11=-27!i606 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interiof(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 504 lb uplift at joint 2 and 504 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. - Design valid for use only with MiTek!> connectors. This design is based only upon parameters shown, and is for an individual building component, not - a ituss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall qbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property daanage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215976 TB0301 R13 COMMON TRUSS 8 1 739768048 - Job Reference (optional) 7 De,.e 1 Builders FirsiSource, Tampa, Plant City, Florida 33566 v' .".,.-__-_ -_ '' I D: Z17yacff3rgf5yObD EG6BuzOUf6-N W LE W tF 1 jugVy4e95JjSmrj BSoXw58lyOojJNZzDG3? 7-6-0 1 15-0-0 22-6-0 30-0-0 31- 0-01-0-q 1- 0-0 7-6-0 7-6-0 7-0-0 7-6-0 3x6 = 4x6 = 6. 00 F12 Scale = 1:53.3 3x4 = 4x6 = 3x4 = 3XG = 20- 0-0 T IQ0LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.40 8-10 897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Verl(TL) 0.73 8-10 495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 137 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 `Except' 2- 9: 20 SP No.1 WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=1260/0-4-0, 6=1260/0-4-0 Max Horz 2=-209(LC 13) Max Uplift2=-526(LC 12), 6=-526(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2042/805, 3-4=-18001768, 4-5=-17991769, 5-6=-2041/806 BOT CHORD 2-10=-779/1750, 10-17=-320/1150, 9-17=-320/1150, 9-18=-320/1150, 8-18=-320/1150, 6- 8=-571/1749 WEBS 4-8=-339/697, 5-8= 435/483, 4-10=-338RO2, 3-10=-435/483 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 lb uplift at joint 2 and 526 Ito 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2016 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not afanssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temiwrary and permanent bracing MITek' Is always required for sial:lllty and 10 prevent collapse with possible peisonal Injury and property damage. For general guidance regarding the Blvd.fabilcallon, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria,6904 Parke East DSB-89 and BCSI Building Component Tampa, Parke 3ast Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11215977 TBO301 R16 GABLE 1 1 739768049 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r. u s rpr , e — i o mi i ek inuusuies, u . v ay 24 .3—C 6 Zv, F y. I D: Z17yacff3rgf 5yObD EG6BuzOUf6-NW LE W tF 1 j ug Vy4e95JjSmrj H9oXU5 DNyOojJNZzDG3? 1-0-0 6-9-13 10-8-0 14-6-3 21-4-0 22-4-0 1-0-0 6-9-13 3-10-3 3-10-3 6-9-13 1-0-0 3 0 4x6 = 3x6 = 5x8 = 3x6 = Scale = 1:38.4 10-8-0 10-8-0 Plate Offsets (X Y)-- f2.0-2-0 0-1-81 f6:0-2-0 0-1-81 (8.0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.16 8-27 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 0.43 8-27 593 180 BCLL 0.0 Rep Stress Incr NO W B 0.24 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 124 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=913/0-8-0, 6=913/0-8-0 Max Horz 2=-1 52(LC 13) Max Uplift2=-389(LC 12), 6=-389(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1269/507, 3-4=-976/400, 4-5= 976/399, 5-6=-1269/508 BOT CHORD 2-8=-458/1062, 6-8=-317/1062 WEBS 4-8=-230/640, 5-8=-335/363, 3-8=-335/362 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;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 studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint 2 and 389 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(0 connectors. This design is based only upon parameters shown, and is fol an Individual Wilding component, not I truss system. Before use, the building designer must verity the ahhlicability of design parameters and properly Incorporate this design tnfo the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional teml:>orary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T 11215978 TB0301 R17 Special Truss 1 1 739768050 Job Refererefnce o tional Builders FirstSource, Tampa, Plant Gily, Florida 33566 r _64v ^v' " Zv' —,. — ^ — '^ter -- "' _-.. ' `a' ID:Zl7yacff3rgf5yObDEG6BuzOUf6-rjvcjDGfUBoMaDDLe1 FhJ3GJ9CucgV95FRSsv?zDG3_ rt-0-0, 3-6-0 7-0-D 13-10-0 20-8-0 21-10-9 25-3-5 30-0-0 31-0-0. 1-00 3-6-0 3-6-0 6-10-0 6-10-0 1-2-0 3-5-5 4-8-11 1-0-0' 4x6 I 5x6 = 3x4 = 7x10 = 7 Scale = 1:54.4 14 rJ " 5x8 = 6x8 = 7x10 = 6x8 = 6x8 = 3x8 A 7-0-0 1 6-10-0 6-10-0 1.2-u - o-z-u Plate Offsets (X Y) f2:0-1-11 Edgej (4 0-3-0 0-2-71 9:0-2-10 0-1-8) [13 0-3-8 0-4-12] 14:0-4-0 0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.44 13 >820 240 MT20 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.78 13 >464 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.91 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 185lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. BOT CHORD 2x6 SP No.2 `Except' WEBS 1 Row at midpt 5-14, 6-13 2-12: 2x6 SP M 26 WEBS 2x4 SP No.3 `Except` 7-11,5-14,6-13: 2x4 SP No.2 REACTIONS. (lb/size) 2=2746/0-4-0, 9=2172/0-4-0 Max Horz2= 120(LC 9) Max Uplift2=-1206(LC 8), 9=-826(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5702/2475, 3-4_ 5552/2357, 4-19= 4870/2136, 5-19=-4874/2137, 5-6=-7061/3140, 6-7= 4053/1742, 7-8=-4130/1742, 8-9=-4338/1789 BOT CHORD 2-14— 2240/5060, 14-20=-3023l7058, 13-20= 3023/7058, 12-13=-1921/4680, 11-12=-1921/4680, 9-11 =-1 532/3850 WEBS 4-14=-687/1944, 7-11 =-1 445/3384, 6-11=-3199/1526, 5-14=-2433/1202, 5-13=-77/453, 6-13=-123512760, 8-11=-238/268 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1206 lb uplift at joint 2 and 826 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 257 lb up at 7-0-0, and 1326 lb down and 664 Ib up at 13-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on GRIP 244/190 FT = 20% WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10703i2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not n a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and perlTranent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215976 T60301 R 1 7 Special Truss 1 i 739768050 Job Reference o tional builders Firsisource, I amps, clam carry, 1-101`10a sabbb LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Uniform Loads (plf) Vert: 1-4— 60, 4-19=-133(F=-73), 6-19=-60, 6-7=-60 Concentrated Loads (lb) Vert: 14= 513(F) 13=-1326(F) ID:ZI7yacff3rgf5yObDEG6Buz0Uf6-rjvcjDGfUBoMaDDLe1 FhJ3GJ9CucgV95FRSsv?zDG3_ Increase=1.25 7-10=-60, 2-14=-20, 14-20=-45(F= 25), 9-20=-20 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTekJ connectors. lhis design is based only upon parameters shown, and Is for an Individual building component, norMUMatrusssystem. Before use, the building designer must vedty the applicability of design Ixlrameters and properly incorporate this design into the overall iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' IS always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11215979 TB0301 R18 Common 4 1 739768051 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 T a 1-0-0 , 4-4-4 3x6 = 6.00 F12 t.b4u s Apr 19 2O i b MI .k In Ushia nil;. VV ed luy 24 15iK.OG cv 1 i Fage , I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-JvT?xYG H FVwDBN nYCkmwrGpVxc HAZ8M FU5CQQRzDG2z 8-2-0 11-11-12 16-4-0 3-9-12 3-9-12 4-4-4 Scale = 1:29.8 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 10.0 Lumber DOL 1.25 BC 0.73 BCLL 0.0 Rep Stress Incr YES WB 0.15 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=642/Mechanical, 2=717/0-4-0 Max Horz 2=132(LC 12) Max Uplift4=-256(LC 13), 2= 308(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 934/331, 3-4— 931/326 BOT CHORD 2-5=-207/734, 4-5=-207/734 WEBS 3-5=0/389 5X8 = 3x6 = DEFL. in (loc) Well vd PLATES GRIP Vert(LL) 0.20 4-5 >976 240 MT20 244/190 Vert(TL) -0.33 4-5 >593 180 Horz(TL) 0.02 4 n/a n/a Weight: 59lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=6.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 lb uplift at joint 4 and 308 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. s Design valid for use only with MITekJ connectors. This design Is based only upon parameters shown, and Is for an Individual b ullding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 0 Job Truss Truss Type Oty Ply T11215980 T60301 R19 GABLE 1 1 7391768052 Job Reference (optional) Builders FirstSource. Tampa, F'lant Lily, Honda 33568 p '_ 2vlG'•" .^ , .. ""' _y_ ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-n51 N8uHvOp24pXMkmSH90ULpYOetlb8OilxzzuzDG2y 1_0_0 4-4-4 8-2-0 11-11-12 16-4-0 17-4-0 1-0-0 1 4-4-4 3-9-12 3-9-12 4-4-4 1-0-0 3x4 = 4x6 = 5X8 = Scale = 1:30.4 8-2-0 16-4-0 8-2-0 8-2-0 Plate Offsets (X Y) j8'0-4-0 0-3-0] 19'0-1-15 0-1-0] (1 7:0-1-15 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.08 6-8 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.21 6-8 >898 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=708/0-4-0, 6=653/0-4-0 Max Horz 2=120(LC 12) Max Uplift2=-299(LC 8), 6=-228(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1041/425, 3-4= 784/291, 4-5=-783/293, 5-21=-999/416, 6-21 =-1 009/367 BOT CHORD 2-22=-399/890, 8-22= 399/890, 8-23=-269/883, 6-23= 269/883 WEBS 4-8=-101/470, 5-8= 280/288, 3-8=-288/298 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; 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 studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 228 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 59 lb up at 15-8-0 on top chord, and 29 lb down and 11 lb up at 0-8-0, and 29 lb down and 11 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7= 60, 2-6=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 101032015 BEFORE USE. s Design valid for use only with MiTekO connectors. This design is based only upon Parameters shown, and is for an intllvidual building component. not a Iniss system. Before use, the building designer must verify the applicability of design parameters and properly incoqPorate this design into the overall building design. &acing Indicated Is la Prevent Ixickling of individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for slabllityand to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, dellvery, erection and bracing of Irr1SSe.S and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11215980 T60301 R19 GABLE 1 1 7391768052 Job Reference o tional Builders Firs15ource, Tampa. Plant Lay. HOrlda s.tabb LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 21=58(B) ID:Zl7yacff3rgf5yObDEG6BuzOUf6-n51 N8uHvOp24pXMkmSH90ULpYOetlb8OilxzzuzDG2y WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. Tilts design Is based only upon parameters shown, and is for an Individual building component, not a Inrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate tilts design into the overall pAA i building design. Bracing indicated Is to prevent Ixrckling of individual inns web and/or chord mernbers only. Additional temlwrary and permanent bracing `y'iTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec Mon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11215981 TB0301 RF01 FLAT TRUSS 1 f2 Job7Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 1e 20i6 MI r ex industries, Inc. Wed may cv i5.30.09 2017 Faye 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-n51 N8uHvOp24pXMkmSH90ULmbOdClVrOilxzzuzDG2y 2-1-12 4-1-12 6-1-12 8-8-4 11-2-12 13-2-12 15-9-3 18-5-7 22 1-12 2-0-0 2-0-0 2-6-8 2-6-8 2-0-0 2-6-8 3x4 = 3x6 = 5 6 Scale = 1:31.5 3x6 = 19 8 20 9 10 3x4 = 3x4 = 3x4 = 3x6 = 4 3x4 18 17 16 15 14 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4-1-12 6-1-12 1 11-2-12 _ 13-2-12 1 18-4-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) 0.08 12 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) 0.15 12 983 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix) Weight: 164lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except (jt=length) 11=0-4-2. lb) - Max Uplift All uplift 100lb or less atjoint(s) 18, 17, 16 except 11=-434(LC 4), 14=-367(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18 except 11=1475(LC 1), 17=972(LC 1), 16=372(LC 1), 14=2772(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-4443/1005, 7-19=-4443/1005, 8-19=-4443/1005, 8-20=-4443/1005, 9-20=-4443/1005 BOT CHORD 13-14= 535/2838, 12-13= 1005/4443, 11-12=-751/2529 WEBS 2-17=-831/109, 3-16=-458/55, 4-14=-985/145, 8-12=-1008/274, 7-13= 814/213, 6-13=-534/1825, 6-14= 3347/621, 9-12=-289/2175, 9-11= 2808/840 NOTES- (13) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) 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. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 17, 16 except Qt=lb) 11=434, 14=367. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 423 lb up at 13-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) "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 ontinued on Dacie 2 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekJ connectors. flits design is based only upon parameters shown. and is for an Individual Luilding component, not a truss system. Before use, the building designer mull verify the applicability of design parameters and properly incorporate this design into the overall et building design. Bracing indicated Is to prevent Ixrckling of individual miss web and/or chord membersonly. Additional temporary and permanent bier, ing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see-ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11215961 T60301 RF01 FLAT TRUSS 1 2 Job Reference (optional) Builders FirsiSource. Tampa, I'lant City, Florida'3"3bbb LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00 Uniform Loads (plf) Vert: 1-19=-330(F=-96), 19-20=-156(F=-96), Concentrated Loads (lb) Vert: 20=-845 Plate Increase=1.00 10-20= 60, 11-18= 20 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-n51 N 8uHvOp24pXMkmSH90U LmbOdC IV rO ilxzzuzDG2y WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03P2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trrrss system. Before use, the building designer must verify the ap ilicabilily of design parameters and Ixoperly Incorporate this design Into the overall building design. Bracing indicated Is to prevent ()tickling of individual buss web and/or chord members only. Additional letup orary and permanent bracing MiTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec Not) and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T71215982 TB0301 RF02 Half Hip Truss 1 1 739768054 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Api i e cvi 6 nu i eR — .ay + 9z I D:Zl7yacff3rgf5yObD EG6BuzOUf6-FIbIM EI Xn6AxRhxwK9oOxhutGQwy1 sgXxPh W V KZ DG2x 1-0-0 7-0-0 10-4-0 13-8-0 15-10-7 1 18-2-10 20-8-9 1-0-0 7-0-0 3-4-0 3-4-0 2-2-7 2-4-3 2-5-15 7x10 5- 5x8 = 2x4 11 Scale = 1:38.1 6x8 = 17 3x4 = I 3x4 = 3x4 = 3x6 = 2x4 11 5x8 = 2x4 11 3x4 = 4 7-0-0 7 -1 10-4-0 13-8-0 15-10-7 4- 6-8-0 0-4-1s 2-11-1 3-4-0 2-2-7 Plate Offsets (X Y)-- f2:0-0-1 0-3-01 f4 0-7-14 0-3-41 12:0-3-8 0-2-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.00 CSI. TC 0.75 DEFL. Vert(LL) in (loc) 0.09 13-14 Well Ud 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) 0.20 13-14 809 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.02 17 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 31 "Except* TOP CHORD 4-6: 2x6 SP No.2, 7-10: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.2 3-7-5 REACTIONS. (lb/size) 11=1464/0-4-15, 2=-535/0-8-0, 17=2587/0-11-5 Max Horz 2=389(LC 8) Max Uplift11=-171(LC 5), 2=-753(LC 20), 17=-463(LC 5) Max Grav11=1545(LC 15), 2=59(LC 5), 17=2587(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-293/1902, 3-4=-279/1930, 4-5= 203/1725, 7-14=0/476, 7-18=-1203/239, 18-19=-1189/237, 8-19=-1184/240, 8-20= 1698/106, 9-20— 1698/106, 9-21=-1698/106, 10-21=-1698/106, 10-11 =-1 546/194 BOT CHORD 2-17=-1678/96, 16-17=-582/0, 15-16=-207/1048, 14-15=-207/1048, 13-14=-106/1698, 12-13=-106/1698 WEBS 4-17=-1213/320, 5-17=-1688/258, 5-16=-20/659, 5-7=-2/742, 7-16=-1726/153, 8-14=-674/0, 9-12=-811/66, 10-12=-133/1928 20-8-9 PLATES GRIP MT20 244/190 Weight: 117 lb FT = 20% Structural wood sheathing directly applied or 4-0-10 oc purlfns, except end verticals. Rigid ceiling directly applied or 4-2-11 oc bracing. 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=6.Opsf; h=25f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 11=171, 2=753, 17=463. 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) . 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 + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTelig connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before trse, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall _ mail building design. Bracing indicated is to prevent txickling of individual truss web and/or chord members only. Additional lemporary and permanent bracing MITek` Is always required far slabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11215982 TBO301 RF02 Hall Hip Truss 1 1 7397611054 Job Reference (optional) Builders First5ource, Iamps, Plant fitly, I-lorlda 33566 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 7-10=-156, 2-11=-20 Concentrated Loads (Ib) Vert: 10= 347 18=-200 19= 134 20=-193 21 _ 266 p„ a cu,o no 1 — ,". .. o.. n,ay .,,,.. I D: Zl7yacff3rgf5yObD EG6Buz0Uf6-FIbIM EI Xn6AxRhxwK9oOxhutGQwy1 sgXxPhW VKzDG2x WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is Lased only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord memm bers only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TBO301 Vol VALLEY TRUSS 1 tT112159831739768055 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 i 2-0-0 2-0-0 2-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed May 24 15:30.10 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-FlblMEIXn6AxRhxwK9oOxhul tQ7414AXxPhW VKzDG2x Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.01 3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.01 3 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=54/1-10-0, 2=55/Mechanical Max Horz 1=41(LC 12) Max Upliftl =- 1 7(LC 12), 2=-37(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with Milekco connectors. This design is twsed only upon parameters shown, and is for an Individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent Lxrckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSi/TPI1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss j Truss Type Qty ply Tl1215984 TB0301 V02 VALLEY TRUSS 1 1 739768056 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 1. e4U s Apr is eui o Mi r ek industries, Inc. VVed may 24 15.30.I i 2017 PVe I I D:Zl7yacff3rgf5yObD EG6BuzOUf6-j U97ZaJAXQ I o2r W 7ttJdTv RC6pS4m W MhA3Q41 mzDG2w 2-11-1 _ 4-0-0 2-11-1 1-0-15 00 0 2x4 i 2x4 II Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 3 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lFP12007 Matrix) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=71/3-11-8, 5=198/3-11-8 Max Horz 1=98(LC 12) Max Upliftl= 3(LC 12), 5= 122(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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;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 except Qt=1b) 5=122. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTekC connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. tiw building designer must verify the applicability of design parameters and properly incorporate phis design into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing ii Vl f iT ek' Is always required for stability and to prevent collapse with possible personal injury and property damcxge. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sec-ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'1/ l bn For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 R, spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD CUP,, 017 - 1 950 O -DING S.p,NF pFtD t' pFPAR DEARING HEIGHT SCHEDULE 20'-3/L4 Hanger List H1 HTU26 H2 THA422 NOTES: 1.) REFER TO HIB 91 (REGOMMENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MU5T BE COMPLETELY DECKED OR REFER TO DETAIL V1O5 FOR ALTERNATE BRACING REQUIREMENTS. 3.) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM SPACING, UNLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO BE LOAD BEARING. UNLE55 OTHERWI5E NOTED. 6.) 5Y42 TRU55E5 MUST BE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO BE 51MP5ON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO BE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 6.) BEAM/HEADER/LINTEL (HDR) TO BE FURNISHED BY BUILDER. SHOP DRAWING APPROVAL THIS LAYOUT 15 THE 50LE 5OURCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF TH15 LAYOUT MUST BE RECEIVED BEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONIDITION5 TO INSURE A6AIN5T CHANGES THAT WILL RESULT IN EXTRA GHARGES TO YOU. fti-I'd Dd"'y Dale App—d b: Pau: I builders FirstSource Orlando PHONE: 407-051-2100 FAX: 407-651-7111 Plant City PHONE: 013-759-5851 FAX: L313-752-1532 BUILDER. Taylor Morrison Darlington B EE64 AOORE55: tEY1510N: Lot)o( 56AEE: NI-T c. RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification. Form uirotic Permit # # 1 7- 1 9 5 0 SANFOFRC) Project Location Address: -43 Red Rose Lane 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 1. Exterior Doors Manufacturer Product Description Florida Approval # include decimal) Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding Sectional Roll U MI Windows Amarr Garage Doors Sliding Ext. Door (Standard SGD) Sectional Ext. Door (Garage SF) FL15332.09-R2 FL5302.10-R6 Automatic Other 2. Windows Single Hung Horizontal Slider MI Windows Single Hung window FL17676.2,9,16 Casement Double Hun Fixed Awning MI Windows Frame Fixed Glass FL 18644.04 Pass Through Projected Mullions Wind Breaker MI Windows Mullions FL 18504.2 Dual Action Other June 2014 Category/Subcategory 3. Panel Walls Manufacturer Product Description Florida Approval # including decimal) Siding Soffits Storefronts Ipha Aluminum, Inc. Soffits FL12019-R5 Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Underla ments Roofing Fasteners tlas Roofing InterWrap, Inc. Shingles Underlayments FL16305-114 FL15216-R2 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 Vent E.P.S. Roof Panels Roof Vents Other Weather Vent Roof Miami Dade Approved June 2014 Category / Subcategory S.Shutters Manufacturer Product Description Florida Approval # include decimal) Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates Engineered Lumber MiTek Industries russ Plates FL2197-R5 Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products jHVAC Tie Down BMP International HVAC Tie Down FL14239-HC Applicant's Signature 5; Applicant's Name Please Print) June 2014 yA Irn x[ IIrwIRz IIrnrw:,iTa IlrnrwuNi l L-- IL-- 1 TYPICAI. MASONRY WINDOW SCHEDULE WINDOW WIDTHS E ie• m 3r 5r iSn- WINIpW CAI.I.L`U15 w 3i b1wwblW,. ww1554 bl 6w GG SERTYI11L1.T'IXfNPY SINI'llNbS. O 4AL1 mY VRRY FER AWKWR AT IN MAIM f6EF1 10 H D]R ftN5fGR Si,IE 6UTLW IEiD (55Y4E uiG 5l USI) 1 LYIL Qt HYiU lASe. iGJ I II 1 FAMILYRDDH } G. 1 DIMNGz- smvr u emaxr. 1 _ I IaI Ililmii ZI-1117, iNTQ_ IGTCHEN ac. a it r 1 I GARAGE a II a. JL v - J ae n\ IIIU I . I Dr,.,ar 8 PNDR 4 "II m-a t /RRPP O I.JMJL__J mm, u, wta me. uTuiry ur. r ur. N w a9 00 =d; E Eo J I I I I1sLU O m0/' E z V / n. O O II— IOM C) tL\TC ILfK IF.fiEND O 2562 TO— FOP. 5F. Z585 iOt.V. LIVING i58t5F. JJV GA, @AGE . IS'i SF. LMIAI 11951. EuiRr ,ISF 1 L90. FT -- MAIN FLOOR PLAN NOTES1 GARAGE RIGHT 2A1 Co gw• o da ca• s naa aaw rexw laow oww x11aw emw a<aw a aw 1vaw a sl ana ul rmw xaaw xxaw eeowI Gc,rwaxl oFnecsrcrs uLvwaa, flTppJSIFb ADD N514Ld11p1 M11YVNtl EtiR F IMVFlLRHR ADD Y4CbKdIgS DER 10ll kRttb kX511lE6UUKV ICfp f•.1CIE IUL 'JI. UE[Ik-NI pkp, OR lIY_p Gli% FGJ UPPER FLOOR PLAN NOTES GARAGE BRIGHT 0 V- w Y O 2 z m O z cn r o o c 0 0 M J Florida Building Code OnlineO AC-7 Page 1 of 2 F=• i a D0. DLO(rPTA$N OFF Business &Profess o al Y 4 R gufa#ion tr S..d T .r$1116.,: Cui i . Bu in•e4A7ACti!? r Prof' EICIS Horne Log in User Registration Hot Topics i Product Approval USER: Submit Surcharge I Slats Facts Publications FBC Staff 5CIS Site Map Links Search Public User lai t Regulation r ' a . , r s Application Type Revision Code Version Status ApprovedApplication Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Xianbin Meng benmeng8@yahoo. com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I-; l Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE- 0046549 National Accreditation & Management Institute 12/ 31/2018 Ted Berman, PE IWI Validation Checklist - Hardcopy Received Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect WA230 R3 Njti Eouiv adY https:// www. floridabuilding. org/pr/pr_app_dtl .aspx?param=wGEV XQwtDquDEJErtOS Cei... 7/20/2015 BMP INTERNATIONAL, MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 751.8 MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYPE CENTER OF GRAVITYW` r ASSUMED TO ACT AT THE ry" GEOMETRIC CENT'EER OF THE i - SEE. DESIGN MECHANICAL UNIT. w _ tCENTER OF SCHEDULE FOR MECHANICAL UNIT MUST BE I w v GRAVITY MAXIMUM SURFACE SQUARE OR RECTANGULAR, L ut AREA AND DESIGN NO IRREGULAR SWAPF.S.. a - PRESSURE, TYE. w E w . STEEL TIE -DOWN CLAPS. N I SEE DETAIL. 1/31i 213 1 z r;R CUP INFORMATION, 3 TYv. t 3' MAX TYP. .. TYPE ; HOST STRUCI URE DISIG t . BY OTHERS. SEE DESI SCWCDULE FOR `yeY•, ALLOWABLL SUBSTRA ES ,40 E MAx ,` TYPE J,1O,,GN FI'" MECHANICAL UNIT rfP. `A.. i . TIE -DOWN ISOMETRIC S TYPE OF CLIP AND NIUMOER OF C S 1 1•. . 1•.p• 60ME'1'RIC -PER CORNER Wltl. VARY PEA CONNECTION TYPES C1-C4 ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING' EXAMPLE ILLUSTRATES'THE PR(.I1 "'RE' USED TO DETERMINE THE MAXIMUM ALLOWABLE ROOFTOP INSTALLATION HEIGHT, li, FrR ANY GIVEN MECHANICAL. UNIT T: AT CONFORMS TO THE DIMENSION RESTRICTIONS AND MIGN CRITERIA LISTED HEREIN, SEE SHEETS 4-5 FOR DESIGN CHEDULES.) S MECHANICAL UNIT CRITERIA: CDNSIDERTHE INSTALLATION OF (1) MECHANICAL UNITWITH THE FOLLOWING CRTIEFOA= VUIt- t70 MPH, EY.PO.SURE'B' 4B" TALI, x 40' DEEP x 48' WIDE, 100 L@ (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)•2' CA.IP AT EACH CORNER OF UNIT (TOTAL OF (4) CLOTS) rrtwcc+ vrtc:.......................-. PROCEDURE STEP RESULT t DETERMINE T?E CON N EL rION 'TYPE BASED ON_THE OIA'utUlMS ON SLtECT 2 CON LCION TYPE 3-,,.,,e..._- THIS INSTALIATiOF! [A TNT -HOED FOR A Vult=.1'YO MPH, EY,PCSURE'8'. THIS DESLGN 2 DETERMINE WHICH COSIGN SCHEDULE TABLE TO USE CP,ITERTA CORR.F.5PCND5 TO TABLE 5 I 7 DETERMINE LARGEST FACE AREA OF MECHANICAL UN[T TO BE [NS7ALLED 48'x4@•- THIS UNIT HEIGHT OF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48•. NOTE: THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT' HEIGHTRESTRICTON OFANA/C STAND THAT IS A MAXIMUM 30"TALI. IFAN A/CSTAND IS UTILIZED CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30" DY HEIGHT S CAIEGX MLKiMUM UNt N i)N R- I I N." N- 4v WH Cw TEA THAN M1.1MUtt OWABLE. Val _"LRE' TO THISUNITMAYDFINSTALLEDATROOFHEIGHTSLESSTHANOREQUAL15 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TOP HEIGHTS GREATER 6 pETERMTNE THE ALLOWABLE ROOF•T'OP HEIGHT OF THE INSTALATION THAN 60FT AND LESS THAN 100 FT. SEE (-) ON TABLE 5 FOR THE NUMERICAL mm VALUES OF THIS DESIGN EXAMPLE. DESIGN NOTES: z.' THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE Flo Bl11LDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE EON INDI CATED IN THE ACCOMPANYING DESIGN SCPEOULE& THE.DESIGN CRITERIA USED GCJLI:LIRATETHEALLOVTABUROOF -TOP K2101TS CONSIDERS ASCE i-!0 SECt10N9.S.t FORROOr TOP NEIGHS (H} Lf0 FTANDSECIIOH Y9•S FOR ROOT TOP HEIGHTS (HI>6D R.A9ECTION244. 1 FOR INSTAILitI70N4 AT t31tADt fC+C1},m x*i•tO NItHRI TTtI EIVtIL. 1 to OUTSIDE THE Ml?12. (Gfi_yl• r9R AtE LSc00NCttRREN17. ALL MERRESIGNVARIABLESAR! IN A[cuRDANCE WITH ASCE 7-lO%ATIOMS CFV,PTERS2b s 29. THE HEIGNI3LIS'IEU IM THE DESIGN CTIEDUL.S REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30' ' TALL A,!C STAND (CERTIFICATION BY OTHERS) ON 'TOP OF THE HEIGHTS LISTED IN THE DESIGN SCMEDULV',. GENERAL NOTES: I. THIS PRODUCT HAS BEEN DESIGNED AND SHALL Be FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS Of THE FLORIDA BUILDING CODE A ASf_E 7-In. THIS PRODUCT MAY N T iq 1•. 10-11,( GC;1„„ L m. Q W ,) z Wulj BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33.1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3 UESIGN IS BASED ON CA.IF.NT PDCD PRODLXT AND DIE SHEETS FROM TEST U M3B?A i8ROV REPORTS t[14. +TE10t770i0 BY TESTING EVALUATION LABORATORIES,IIJL NO SUBSTiTUTTOIIS- VIRIMW2 WAITTER APPKVVAL 8Y 7Y.I5 ENGINEER SHALL BE L PERMITTED. 4. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL J Q z CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS IC DEAR SPACE, TONNAGE, ETC-.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS c z O AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR O x a ti 5. FASTENERS TO BE S72 X %" OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. S REFERRED TO HEREIN SHALL BE ITW BUILD" BRAND, CARBON STEEL ONLY, W N w TAPCON INSTALLED TO 3000PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR Q m n REQUIRE•1ENIS; ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION y TO PREVENT ELECTROLYSIS, 6. ALL STEEL CUPS SHALL BE AS FM A283 STEEL (GRADE D) WITH Fy:.,33 KSI OR BETTER. 4},J 9 n ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVF.O COAT OF PAINT, ENAMEL OR OTHER APPROVED FROTECTTON: (:90-RATED COATING a z 4 U REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN 15 NOT PART OF THIS CERTTPICA'I'ION, AS A MINUMUM, H ALL CONCRETE SMALL BE STRU,ILIRAI. CONCRETE 4" MIN, THICK AMC) SHALL HAVE CL MINIMUM COMPRESSIVE STRENGTHOF3000PSI, UNLESS NOTED OTHERWISE. ALL MEMBERS FROM DISSIMILAR x 8. THE CONTRACTOR IS RESPONSIBLETO INSULATE. MATERIALS TO PREVENT ELECTROLYSIS. 9. FLECTWCAL GROUND, WileA it 'UIRED, TO be DE54GRED E INSTALLED BYOTH.MRS, 10. THE ADEQUACY OF AIIr EXI"OG S`tRUCIVAE TO WItHISTAND SUPERIMPOSED COALS BfiAU.88 VERIFIEDBY.THE ONSITE DESIGN PROFESStONAI AND.1S NOT IRMLIOEO IN THIS CERTIFICATIOWEXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADOMONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR. 1T. THE SYSTEMDETAILEDA5PECTFiCSITE. FOR SITE CONDMONS DIFFFREN'T FROM TIIC CONDITIONS DEI'AILE() REGISTERED ARCHITECT SHALL PREPARE SITE HEREN, A LICENSEDENGINEEROR5PECIFICDOCUMENSFOR USE IN CONUECTTON WITH THIS OOCAIMEN'I'. 12. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPUNSIBIUTY OF THE. INSTALUNG CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FASRICATIOY HEREIN. THIS ENGINEER SHALL NOT BE INSTALLATION OF STRUCTUREPROPOSEDNYWATERROOFINAS RESPONSIBLE FOR AG OR LEAKAGE ISSUES WHICH MAY OCCUR SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING it y yt WA'I ER- TIGHTN' e54CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VOL WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26,7.3 OF ASCE 7-10. 71 11m. G l QYIADIIRV1Rl1OR41 15- 2378 2 E 0 t' FOR ANY CLIP LONGER THAN 10^ 0,1g^ UTILIZE (5)412 SAE- q'rR;.. ,. GRADE 5 SHEET METAL SCREWS, TYP. L.06B TNCK ! ASTM A283 STEEL, TYP. it no 3j-A i2 SAE GRADES Pya' o oU SHEET METAL SCREWS iA 7 aFORCUPSUPTOS"^., ? 0SONG. UTILIZE (5)•te. ,. v SHEET METAL SGREWS WS , a FOR CLIPS LONGER - THAN S", TYP. j /(E HOLE. 4:M I O ANCHOR1" t7 C;. IP ANCHORHOR 0•i5' SCHEDULE, 'I YP. OTHFR DIMENSIONS SIMILAR) 1 1" CLIP ISOMETRIC DETAIL 3 N T-S, - ISOMETRIC 0.12. 5/ 3 'jf 0.1fi" THICK AS''M A283 d STEEL, TYP. " I (H.EET2 SAE GRADE S METAL SCREWS FOR C FOR CLIPS 4" LONG, y UTILIZE (4)•#12 SHEET Z _METAL SCREWS FOR CLIPS LONGER THAN 4^, TYP. y ' X"O HOLES, NOT TO 4 8E USED FOR ANCI TORS, TYP. a 375". ro. 4. 75 p' a,. FACTORY-MILLED S: O HOLES; U'I'IUZE (1) OR (2) ANC40R5 " . N 9 FROM 2" CLIP ANCHOR SCHEDULE, TYP. R 2 2" CLIP ISOMETRIC DETAIL_ r, 3 N,T. S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHAD. BE 6063 T6 MIN, ALUMINUM SHEET WITH Fty= 30 KSI, 0,125" --^.t MIN. THICKNESS, STEEL HOUSING UNITS i (3)-A.:2 SAF GRADE S SHEET SHALL BE ASTM A653 Fy-33KSI MIN METAL SCREWS FOR CUPS UP TO STEEL, GRADE 33, 22GA MIN, (t-0.0299) - S LONG. UTILIZE (S)-P 12 SHEET Y,. METAL SCREWS FOR CUPS LONGER THAN S", PROVIDE (`) PITCHES MIN. PAST THREAD PLANE 0,068' THT X ASTM % FOR EACH SMS, TYP. A283 STEEL CLIP, TYP f ANCHOR PER BASE OF UNITSHALL.;.. !' ANCHOR: BE FLUSH WITH SASE 1 3f8" SCHEDULE OF CUP, N ' SPACE PERMITTED, TYP. y SUBSTRATE PER d Tr t ANCHOR SCHEDULE 1" TIE DOWN CLIP 3 . ANCHOR DETAIL 3 _ 3" = 1'.0•. _ DETAIL CLIP IS DESIGNEO FOR FULL CONTACT WI'T'H THE BASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL. UNIT BY OTHERS, - ALUMINUM HOUSING UNITS SHALL DE 6063-T6 MIN, ALUMTNUM SHCET WITH F' tY=30 KSI, 0.125" - (3)-012 SAE GRADE 5 SHEET M N.THICKNESS, STEEL HOUSING UNIT METAL SCREWS FOR CUPS 4" SHALL BE ASTM A653 FY=33KSI MIN LUNG UTILIZE (4)-P`12 SHECT STEEL. GRADE 33, 22. GA MIN, (ta:0.0299) MF'IAL SCREWS FOR CUPS LONGER THAN 4". PROVIDE ( 5) r PITCHES MIN. PAST THREAD PLANE 0,072" OR 0. 113 FOR EACH SPiS, TYP. THICK AS IN A283 ' STEEL CLIP, TYP, (1.) OR (2)ANCHORS msf. OF UNIT SHALL • PER ANCHOR RF. FLUSH W:TH RASE i - gjg• SCHEDULE OF CLIP, NO SPACE ? PERMITTED, TYP, jjjf 4.^ SUBSTRATE PER ANCHOR ji , , scHEDULE VARIES)" 2" TIE -DOWNCLIP a ANCHOR DETAIL 1'- 0" --1 DETAIL CLTP [S DESIGNER COM1TTACT WITH . HE BASE E OF EACH MECHANICALUNIT TYP, . 15- 2378 xAux N.. v.x: Aae oeualPTior. A TABLE S : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY If STRUCTURE-) I ALLOWA81[ ROOFTOP HEIGHT.M. T t1E•OOWNCOWIGURATIONTYPE MAXIMUM j SURFACEAREAOF UNIT UNIT Cl C2 C3 s C4 UNITS LARGEST HEIGHT WIDTH FACE 6 FT' 24" MAX I 12 MIN > H 5.200 FT ` H 5 200 F1' 60 H515 Ff FT <H512Q FT 115 200 FT 9Fl32" MAX I JS MIN ATGRADE 3 H5200FT H5200FT H5ZOO FT 4FT' H6200 FT H5200 FT :H5200 FT H5200 FT 6 FT' I H 40 FT H5S 100 FT H200FT60 FT<H 5200 FT, H 5200 FT 9 FT'`. 48" MAX, i. ATGRADE , 24 MIN H 5 200 FT H 5200 FT 60 FT<HSAO FT H 5 200 FT t 12FT' ) ATGRADE . HS200 FT H540 F7 60 FT<H 5200 FT H5200 FT 36 FT' H!; is FT N/A H 5 200 FT 64 FT H S 100 FT H 5 200 FT 20 FT' N/ A H S 200 FT H 5 lS FT 66 FT H s 180 FT H 5 200 FT 25 FT ' 1 H540FT ATGRADE N/ A 60 FT< H 5200 FT 60 FT< H S 80 FT H5200 FT 60" MAX 48' MIN ......... . .. .. w...5m...» ..... ....,._ 30 FT'..... H15FT N/A ATGRADE 60 FT <H 5160 FI H 51200 FT 96 FT' N/ A A7 GRADE ATGRADE H5200 FT i 60 FT 580 TABLE 6 : vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF TOP HEIGHT (H) TiE-DOWN CONFIGURATIONTYPE MAXIMUM ) SURFACE AREA OF UNIT UNIT CI I C2 C3 C4a, UNIT'SIARGEST HEIGHT WIDTH,tfZ " FACE 6FT' 24" MAX 12"MINATGRADE H5200 FT 1 H1200 FT 9 FT' 32" MAXI 15" MIN _ N/A 1 H 5100 FT H < H5515 FT 60 fT200 FT 4 FT' H 5 200 FT H 5 200 FT H 5 200 FT 1,.,,.,....._,...._........: 6 FT' ATGRADE_,_, 60 FT < H 5180 iF' H 5 200 FT { H 5 200 FT H!; 40 FT 9 FT' 48" MAX 24" MIN ATGRADE H 5 200 FT 60 FT<H5200 FT M AT 12 FT' N/ A H5200 f7 60 FT H.1 'OFT 16 fT' N/A H l 15 F! 60 FT H 5 200 FT ATGRADE t 20 FT' N/ A H 5 30 FT AT GRADE 60 FT<H5200 FT I 25 FT' ... N/A I AT GRAOE' 60" MAX 48 MIN 60 FT c HR5 1140 FT 1OFT' N/A ATGRADE ; N/ A i 36 FT' N/A j ATGRADE N/A- TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOFTOP HEIGHT (H) TIE - DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNIT' S LARGEST 4 HEGHT WIDTH FACE ; 6 FT' 24"MAX 12 MIN- N/A H5200 FT A5H0FT FTI H52ODFT: 9 FT' 32" MAX 15" MIN ' N/A I H 5200 FT - AT GRADE ;. H 5 200 FT COF 1. H5140FTI 4 FT' H<_40 FT H52DO FT H5200 FT 4 H5200 FT I 60 FT<H 5200 FT I ATGRADE ._.L... 6FP ;6OFT<H5100FT H5200 FT N520OF FT NS200 FT 9 FT' 48"MAX 24" MIN' T N/A H5200 FT 6 0 FT<115200 fT H5200FT 12 FT' H540FF AT N/ A 60 FT<H52DOFT 60FT<1458OFT H52WFT 16ir N/A ATGRADE I N/A H 5 200 FT 60FT<H5200FT 20 FT "1 60 FT N/A. ATGRADE - H S 200 FT AT GRADE 1 H 5 200 FT a c J 25 FT' ATGRADE N/ A N/A I H 2O0 FT 60 FT<H 8OF T 60' MAX 48" MIN '. ....... _.., . ».. ,. .._._ . H s 40Ft 30 FT' I N/A N/A N/ A 60 FT I H 5 200 FT , AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN II.,„,,,,"_-„„ •-------- BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION y ATGRADE N <_ 200 FT GRADE 36 FT' N/A N/ A N/A 60 FT FOR THE APPLICABILITY OF PHIS TABLE WITHIN CtiR'IAIN FLORIDA CUUNi'IES. H5200 Ssy H 5200 FT 4 W XI YpF ;eggj WW ° 3: ¢ H 5200 FT H s 200 FT H5200PTID H S ZOO FT H s 20D FT a U H s 200 FT H 200 FT O H% 200 FT Z D m w 115 30 Fi . OO IFT<H5200FT l9 N. w z a uj Z c J p H z CL s w ca 15- 2378 Nt o ENGINEERING9n. 1.5RESS ` 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e... engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Florida Building Code Onlineruns P Page 1 of 3 4it ?Ttl l Ie, 6 aDeplaamd SCIS Home I Login 1 User Registration i Hot Topics 1 suomit surcnarge i BUS C15 Product Approval Mr( 4j( _ USER: Public User Regulation ftahlMe' NI > h i > Application List > Application Detail r ons I FaC stair I acts site map I Links Search i FL * FL2197- R5 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@mii. 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 Address/ Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii. com Category Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation Entity ComplianceMethodEvaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independencew; 97 R5 C(?I Certificate of Independence for Pval atiDn Ddf Referenced Standard and Year (of Standard) Bandar I ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment. roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report E5K-1311 Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.org 1 (800) 423-6587 (562) 699-0543 A Subsidiary of the IIntemational 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.mli,com . EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MI1 20, M-20 HS, Mil 20 HS, AND MT20HS'tm 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code (IBC) to 2012, 2009, 2006 International Residential Code® (IRC) a. 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1..46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0,54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. -The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area::Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch ((3.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek®M-20 HS, MII 20 HS, and MT20HST": Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0 254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Lvaluation Reports are nor to be construed as representing aesthetics or any other attributes not specifically addressed, nor are Ihhey to be construe t as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by !CC Evaluation Serrtce, 1 L C, espress or implied, as to any fnding or other Inviter in this report, or as to any product covered by the report. Page 1 of 5 Copyright 0 2015 ESRA 311., 1 Most Widely ACee ted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (ib/in=!PLATE) LUMBER SPECIES SG AA EA At EE M-16 AND MII 16 Douglas fir -larch Hem -fir 0:5 . 0.43 176 119 121 64 137 102 126 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch Hem -fir 0-5 0-43 220 185.. .. . 195 148 180 129 190 145 Spruce -pine -fir Southern pine 0.42 0;55 197 249 144. 190 143 184 137 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch Hem fir 0.5 165 6.43 139.. 146... 1.11 135 97 143 109 . Spruce -pine -fir Southern pine 0-42 148 0.55 187 108 143 107 138 103 150 For SI: 1ibrie = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load,. wood grain perpendicular to load EE =Plate perpendicular to load, wood grain perpendicular to loadAlitruss:plates ate p essedintp Ihewood for the full depth of theirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND MII 20 M-20 HS, Mil 20HSAND MT20HS Efficiency Poundslinch/Pair of Connector Plates Efficiency nPoundslinch/ Pair nnectorof ates Efficiency Pounds/InchlPai Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 90° 0.70 0.36 2012 1013 0.50 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in AccotdancewHh TPI-1 with a Deviation ]see Section 5.4.9 (e)] Maximum Net Section Occurs over the J ` Tension @ 00 Tension @ 900 0.68 0:30 1945 ... 0.62 849 0.48 1091 841 0.67 0.52 1716 1321 Shear Values Shear @ 00 Shear @ 301 Shear @ 600 Shear @ 90° Shear @ 120' 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 SI: 1 lb/inch = 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 passes through a line of holes. 2Maxinium. 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-1 311 1 Most "ly. Accepted and Trusted Page 6 of 5 0.12V 0.2w 0.5w 32nwn 64mm 1270 don 00 goo 000 Ono Ono Goo Ono OGG Ono Dan 1000 Ono A 03W 93mn n M-20 HS, Mll 20 HS, MT20HS FIGURE I —APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report ro%. QuNFn,vrr11U11L Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the Intemational Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, MII 16, M-20, Mil20, 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: Ilt 2014 and 2010 Florida Building Code —Building 111 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss 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 —Buildingandthe2014and2010FloridaBuildingCode—Residebtlal,. provided the design and installation are in accordance with therovisionsnotedinthemasterreport. lntemational Burlding ..ode.:.(iBC):p .:.4 Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ilYl' ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specJically addressed, nor are they to be construe as an endorsement of the subject of the report or a recon+nendarion for its use. There is no warranty by ICC Gval cation Servrce,1 LC, express or lmplted, as d to airy finding or other matter in this report, or as to any product covered by the report Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report ` JR- I J I ' Reissued June 2015 This report is subject to renewal June 2017. www.[cc-es.org 1 (800) 423-6687 1 (662) 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 MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: Ir 2012, 2009, 2006 International Building Code® (IBC) Iii. 2012, 2009, 2006 international Residential Code® (IRC) ta` 2013 Abu Dhabi International Building Code (ADIBC)t 1The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek®M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0..0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6..4 mm). Each slot has. a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS°A: 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 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating. 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-FS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofJhereportorarecommendationforitsuse. There is no ,varranry by ICC Evaluation Service,11C, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright ® 2015 ESR-1311 I Most Widely Adapted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'tPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176.. 121, 137 126 98 Hem -fir 6.43 119 64 102 75 107 Spruce -pine -fir 0.42 127 82 126 147 122 Southern pine .. 0.55 174 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 145 Hem -fir 0.43 185 148 129. 137 Spruce pine -fir 0.42 197 1" 143 184 200.. Southern pine_ 0.55 249 190 M-20 HS, MII 20 HS and MT20HS . Douglas fir -larch 0.5 105 146 135 143 109 Hem -fir 0.43 139 111 97 107 103 Spruce -pine -fir 0.42 1.48 108 143 138 150 Southern pine 0.55 187 For SI: 1lbfin2 = 6.9 kPa. NOTES: platesToothholdingunits = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load wood.grain_perpendicular to load EE = Plate Perpendicular:lo load, Woo , grain perpendicular to load . Alltrussplatesarepressedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial erritletime .1 roller press" 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 Mil 16 Efficiency PoundslinchlPair of Connector Plates M- 20 AND Mill 20 Efficiency PoundslinchlPair of Connector Plates M- 20 HS, MI120HS AND MT20HS Efficiency PoundslinchlPair of Connector Plates .. Tension @ 0° Tension. @ 90' Vlin Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' 0 880 0.59 7 8: 0<48 n.EEEiAWthab6vLiafion[seegSection5.4.9(e)I TnsoVm.withaDeviation (see Section 5.4.9 (e)] A9aigtoo n.Net . Section Occurs over the Join? 1505 1219 Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 0.30 849 OA8 841 0.52 1321 Tension @ 90 ° Shear Values Shear @ 0° Shear @ 30° Shear @ 60° Shear@ 900 Shear @ 1200 Shear@ 150' _. 0. 54 0. 61 0. 73 0. 55 0. 48 . 0. 35 1041 1173 1402 1055 914 672 .. 0. 49.. 574 0.63 738 0.79 936 0.55 645 0.42 490 ... 0.46 544 0.43 0. 61 0, 67 0. 45 0. 34 0. 3 761 1.085. 1184 792 606 .. . 537 . For SI: 1 Ibfinch = 0.175 Nlmm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a speafied orientation, For these plates, this line.posses throi4h a line of holes. 2Maximurri Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.12V .02W O.WO" 8-sw 3:2.mm 64mm 2.7mm 9.3._m,n 0D0 000 000 000 0n0 00 0OOODODO 100o 000 000 Ck 000 000 0O0 1000Goo 00 M- 20 HSI Ml120 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report r-oy Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o 1 (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-Rlil.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mill 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, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building X.2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The WeO Truss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.O .through 7.0 of the master evaluation report ESR-1311 r comply with the 2014 and 2010 Florida Building Code —Building and':the'2017 and::20rt1):Fl;trta BVpl Code-Rl stdenx al Provided the design and installation are in accordance with the Internet%anal &udding Code {IBC) prbvisioris.notett it the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS rm has also beenfoundtobeincompliancewiththeNigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For pfbdUcts.faWhq wniier .Florida €tule:9N-3, verificafwn that the report hpiddr's quality assurance program is audited by A. qualify assutatld8 enfity approve by the Florida Building Commission for it a type of inspections being. conducted. is. tieresprinsi61iltytof;ait:appttwed validation entity (or the code:officiat vuhen.fhe [epcxt.holder.does. not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectnfihereportorarecommendationforitsuse. There is no warranty by ICC F,naluatJon Service, LLC, express or implied as to any finding or other matter in this report, or as to airy product covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report cart-lJ 1 ` Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.orq 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the International Code Council DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.miiAcom EVALUATION SUBJECT: MITeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 20061ntemational Building Code® (IBC) is 2012, 2009, 2006 international Residential Code (IRC) s 2013 Abu Dhabi International Building Code (ADIBC)t 1The ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and Mil 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10:0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel., with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10,0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.6 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [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 3144nch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal.. Each module has three slots, 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 is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch4ong (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, 1CC-I;'S Eialualion Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed " as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as ..-. to arty finding or other matter in this report, or as to any product covered by the report. u Page 1 of 5 Copyright 0 2015 ESR-1311. I . Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2IPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas fir -larch. 0:5 176 121 137 126 98 Hem -fir 0.43 119 64 102 75 107 Spruce -pine -fir 0,42 . 127 82 126 147 . 122 Southern 0.55 174... _....... pine M-20 and MII 20 220 ... Douglas fir -larch 0•5 195 180 129 190 145 18543 148 Hem -fir .... 0._ .. fir 197 144 143 137 Spruce -Pine 0.42 0.55 249, 190 184 200 Southern pine .. M-20 HS, Mil 20 HS and MT20HS 0.5 165 146 135 143 Douglas fir -larch 0A3 139 111 97 109 Hem -fir . 0.42 148 108 107 103 firSpruce -Pine _ _ 187 143 138 150 Southern pine 0.55 .. For SI: 11bfinZ = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate parpetidttsuiat tb 1030" wood grain perpendicular to load All into.the.wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thattrussplatesgmpressedfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen pressesusepartialembedment that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, M1120HS AND MT2 PROPERTY FORCE Efficiency Poundsrnch/Pair Efficiency PoundsfinchlPair Efficiency PoundsfinchlPair of Connector DIRECTION of Connector of Connector Plates Plates Plates Tension Values. in Accordance with. Section 5.4.4.2 of TPt-1, (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880.. FI:: 0.59 1505 1219 Tension @._900 0.36 0.47 820. 0.48 Tension Values in Accordanoe.with TPI-1 with a DeViation. Iseq. Section 5.4.9 (e)] Maximum .Net Section. Occurs .o+1er the Joiri.. Tension @ 00 0.68 1945 0.62 1091, 0.67 1716 1321 Tension @ 900 0.380 0.48 841849 0.52 Shear @ 0°.... Shear @ 30° 0.54 0.61 1041. 1173 0.49 0.63 ._.__ 574 738 14020.79...... 1055 914 672 0.55 0.42 0.46 936 M1, 43 645Shear490 544 Shear @ 60' 0.73 Shear @ 90' 0.55 @ 120° Shear @ 150° 0.48 0.35 For SI: 1 Winch = 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 lire passes through a line of holes. ZMaxiri Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5. of 5 ESR71411.1 Most WidelY AcCOPted and. Trusted 0,12V 0,2W O,aW 0-3n. 3.2mm &4mm 127wom 93aw googoo 000 DOD goo goo 0 0 Goo Goo ODD 000 DOG ODD I . 1000 Ong ODD M-20 HS, M1.1 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-es.om (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii-com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST01 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: 11 2014 and 2010 Florida Building Code —Building 11 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS 0, M-20 HS, MII 20 HS, and MT20HSTheMiTeOTrussConnectorPlatesM-16, Mil 16, M-20, Mil 2TM', described in Sections2.0 "through T 0 of ihp maser eualuattan. reportESR-137 I., comply with the 2014 and 2010 Flbrtda ;Building Code —Building and h' ti ).14 and 2010 Florida Bug .dingCade—R derNal, provided the design and installation art in accordance with the lntemotir.' al Butldinq Code; (IBC) PM Aslans.noted:in the master report: Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For orodacts talh g under Ffodda: Bute :9N-3; verification that the report holders quality assurance program rs:, audited by e qualr.. asselr. . entity, approved by the t=(orida Building Commission for ;#ie type of inspesiions being conducted 's. the res agstb . of ate approved Validation entity (or the code` official when the .rep..ort.holder does not possess_ an approval W P 'rd the Commission)*. This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES Lraluation Reports are not to be construed as representing aesthetics or any other attributes y1 specifically addressed, nor are they or im 1 ell as as an endorsement of the subject of the report or a recommendation for its use: There is no warran b ICC £iurivarion Service. LLC, expressp to any finding or other matter in this report, or as to any product covered by the report. page 1 of 1 Copyright 0 2015 IMES Evaluation Report Cam-lJ f f Reissued June 2015 This report is subject to renewal June 2017. nnow rYwww.icc-es.oru 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, MII 16, M-20, MI120, M-20 HS, MII 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following codes: ie 2012, 2009, 2006 International Building Code (IBC) 10 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t IThe ADIBC 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 MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44ch (31.7 mm) multiples., See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS"4: 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.W3 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating a/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0,25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, esthetics or any other attributes not specifically addressed, nor are they lobe construedCCESEvaluationReportsarenottobeconstruedasrepresentingaasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by 1CC Evaluation Service, 1 LC, express or implied, as to any finding or other matter in this report or as to any produce covered by the report. Page 1 of !i Copyright© 2015 ESR-1311 i Most Widely Accepted and Trusted Page 3 of 5. TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibrin'/PLATE) LUMBER SPECIES SG AA EA ._ AE EE M-16 AND Mil 16 Douglas fir —larch 0.51 176 121 137 126 98. Hem -fir. .. 0.43. 119 64 102 75 107 Spruce -pine -fir 0,42 0.55.174 127 82 126 147 122 Southern pine M-20 and Mll 20 . Douglas fir —larch 0.5 220 195 180 129 190 145 Hem -fir.. 0.43 185 - 148 197 144 143 137 Spruce -pine -fir 0.42 .. 24..9 190 1 200 Southem pine 0.55 .. M-20 HS, Mil 20 HS and MT20H$ 0.5 165 146 135 143 109Douglasfir —larch Hem-flr. 0 43 139 111 97 108 107 103 Spruce- pine fir 0 42 148 n FF 1 87 143 138 150 For SI: I lbrin` = ti..:9 Kra. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load FA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE =.. Plef0 perpondlcularlb load,1wood gram perpendicular to.loadAlltnlss.plates.are.pressed into the wood far the full depth of their teeth by hydtaylic platen embedineni.presses multiple roger presses thatusepairtial.embe.dment followed byfoil-embedment rollers, or Comb7nations of partial embedment roller presses and hypraullc platen presses that feed misses into a stationary finish roller press. TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Ibrinch = 0.175 N/mm, i incn = za.4 nun. NOTES: Minimum Net Section —A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximtgn 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 1. Mpst Widely Accepted and Trusted Pa 11 ge 5 off6 o i2v 01W 0.500" 0 36V 32mm 64mm 127mm 100 'Ban' 0,00 BOO 000 000 0 0 0 000 aGoo00000 Do Goo 000 100 Goo 000 M0.20 HSI Mil 20 HSI MT20HS, FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBc 5uppiement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ord 1 (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, Mll 16, M-20, Mil 20, M-20 HS, Mll 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, Mll 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 11 2014 and 2010 Florida Building Code —Building ill 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and2010FliirideBufldjrig: Code —Residential;. provided the design and installation are in accordance with the Intemational Building Cod?.(18C) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HS'm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor arc they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, LX, express or intpl ied, as to any finding or other matter in this report, or as to artyproduct covered by the report. Page 1 of 1 Copyright 0 2015 0211112015 13:41 OW) P.0021004 MIAMI-DADE COUNTYMiAMI PRODUCT CONTROL SECTIONa t 1905 SW 26 Street, Room 2Q8 DEPARTMENT OF tREGULATORX.AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474HOARDANDcooADMmNISTRATIONDIVISIONT (786)315-2590 F (786) 315-2549 NOTICE OF ACCEPTANCE(NOA) yaaa &A6-A W .avrsairdr„ Y Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade Couhty'RER-Ptoduct,Control Section to be used in'Miami Dade County and other areas where allowed by the Authority Having jurisdiction (Aw):. This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner;,: the manufacturer will Incur the: expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their, jurisdiction. PER. tcserves the right to revokes this acceptance, if it is determined by Miami -Dade County Product Contrail; Section that this product or °material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the HIgh Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shalt be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Co``llao. R.A. I NOA No.: 13-0814.08 t Da Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 1 of 3 t 02/1112015 13:42 T4 P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category; Ventilation Material: Steel Minimum Slope: 2.12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: lWanufactured by Test Product Al2glicarte D mcusions Spedfleadoas DMription. Weather Vent Vent: 4-1h" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch.-;-. - MANU]ftAcmuNG LOCATION 1. Jacksonville, FL Evi1DENCE SUBMunw T—"t AMCX Teat Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 CC -ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: t°/ n" or greater plywood or wood plank System Type A_ Mechanical attachment of vent for shingle roofs Cutout; Mark a 3%" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation; Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-y4 " galvani2zd ring shank roofing nails spaced approx. 8" o.c. and i" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). NOA No.: 13-0814,08 Expiration Date: 04/15/19 Appravhl Date; 01/23/14 Page 2 of 3 02111/2015 13:43 TAX} P.004/004 UmnATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof moan heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 5. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County Product r.. Control Approved" or the Miami-Aade .County !Product Control Soul as shown below: On= DRAWINGS b 0 0 0 a a ROOF FLANGE NAIL PLACEMENT Qe END OF TMS ACCEPTANCE fign Sl NOA Na.: 13-0814.08 cpiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 e 1 of 1FloridaBuildingCodeOnlineUticker : . - Page U:tn:c rl5::(.:t. MU'l:hl/ini. T. L• ...V l i :DFfiOE TI 3ECRET0.4Y..' Search Criteria Refine Search Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other All- ti ne..tte _ennl:ratinnc FL TY= Manufacturer Validated fay tus FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments ApprbvCd _by pi;Pit-ApprovaWillyDSFR S1011 De rerseweo 710'r7uneo uy:ux rtn. a Wur ana Contact us .: 4§40.lfnrttf Mer 16112 Striei-TiM16111uti FL 12349:pp t: 8501487t1824 The State of Florida is an AA/EEG employer: snnvriehl 2807-26tY5taYp of nNwa::: Privacy Statement :: A cslDility 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 sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address Iftheyhaveone. 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 a ail address which can be made a click here , available to the public. To determine if you are a licensee under Chapter Product Approval Accepts: lA I A CredttSAFE https://www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 rRAt;iO-lx d BCIS Home Log In User Registratlon Hot Topics Submit Surcharge Stats & Facts PubiicaUons FBC Staff BCIS Site Map Links Search 3usi 1£5 Qf6f6, ; Product Approval I J USER: Public User Regulation p e. fldkatwn se>rcn > Pnoxra q!` > nwpikAU00 Deibq . FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@ interwrap. com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the 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 Robert Nieminen PE-59166 Intertek Testing Services NA Inc. - ETL/Wannock Hersey 11/17/2015 John W. Knezevich, PE Wi Validation Checklist - Hardcopy Received 1507.2.3 1507.5.3 1507.8.3 1.507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Sumiirta' of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Installation Instructions FL15216 R2 II 2015 04 FINAL ER INTERWRAP RH NOROOF FL15216- R2_pdf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Eva fuation..Reports PL15 16 R2 AE 1615 04 FINAL ER 1NTERWRAP PHINOROOf P 511b- R2.odf Created by Independent Third Party: Yes ICJ kest . contact Us :: 1940INanh y moe 2m2L1eBahasseeB. Mg=- 850-487.1874 The State of=Iorida is an AA/EEO employer. Q22ZCWht200740U'SW0 01,09 Ma.::b0SPf Sta 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 sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 650.487.1395. •Pwsustit toSection455.275(S), Florida Statutes, effective October 1, 2012, licensees licendbd under Chapter 455, F.S. must provide the Department with an en . 111. 1r Iftheyhaveone. The emails provided may be uasd. for official Commiml®Uoh'rith the licensee. However email rrddre&3cs are public record. If you do not wish to thsupplyapersonaladdress, please provide. e'Departtttent with on ema addev=which can be -made available bo,the piAlic. To determine if you are a licensee underC*Pter 455; FSS' please dick.hr Product Approval Accepts: Credit C;tr SAFE https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 14 rTRINITYIERD EXTERIOR RESEARCH 9, DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: rf Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P,E. on 04/2712015. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION Or INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither 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. 1 TRINITY JERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.53, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ 002 10/27/2011 ITS(TST1509) Physical Properties 100539395COG-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in. various other sizes. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity{ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal & Shingles Simulated Slate g RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation, 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510-02.12-RZ Certificate of Authorization #9503 FL15216-RZ Revision 2: 04/27/2015 Page 2of3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 Rh noRoof U20 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Layer: RnofSlooe > 4i12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain -conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 r ouble.laver 2:12.<;RoofStooe <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named.QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificote of Authorization N9503 FL15216•R2 Revision 2: 04/27/2015 Page 3 of 3 J 1 KINI'(Y J ERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.serve as04/27/2015, This does not seras an electronically signed document: Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitvlERD 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. l TRINITY JERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section. Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date. ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity]ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the 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 are follows: TAeiii: ROOF COVER OPnONs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluatlon Report 140530.02.12-R2 Certificate of Authorization U9503 FL15216-112 Revision 2: 04/27/2015 Page 2 of 3 1 rTPJNITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof UN- 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 SinRie Layer. Roof Slooe > 4 12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Qouble-Layer• 2.13 < Roof.Stoae <A:12; End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 Exterior Research and Design, U.C. Certificate of Authorization #9503 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-112 FL1521frR2 Revision 2: 04/Z7/2015 Page 3 of 3 Florida Building Code Online Page 1 of 2 Rill Depi1"R.G Kip . d SCIS Home Log In User Reglstration Hot Topics submit surcharge State & Facts Publications Fac Staff 8cis Site Map ( Links Search us+ne krl Product ApprovalPrAsslialUSER: Public User Regulation p0itt3'Attir<oval t4atm.> Droaaw orAtiolkatio[L.>. > Appticatton oetntf. 4 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@atiasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.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 1 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 A Validation Checklist - Hardcopy Received Certificate of Independence F 16305 R4 COI ATLi3Q02 4 2014 FBC Pirpduct Evaluation Shinoles.odf 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=wGEVXQwtDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method i Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary. of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Installation Instructions E116305 R4 ]I ATL13002.4 2014 FBC PrpducLEv8I&tlon Shinoles.vdfApprovedforuseoutsideHVHZ: 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 AE An13002 4 2014 F6C Product Evaluation Shinales.ocf Created by Independent Third Party: Yes Contact Us :: 12NTllmth Aorxee Street Titllthassee-FL 32399 Phone: 850-497.1 4_.. The State of Florida is an AA/EEO employer.: geMoht 2007=2013 S'r te of flotlda.:: Privacy Statement Refund Stateirrertt 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 650.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees iicersed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, FS,; please dick her Product Approval Accepts: Credit rSAFiE https://www.floridabuilding.org/pr/pr_app_dtI.aspx?param=wGEVXQwtDquJBMjgU l j3N... 7/20/2015 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) wort No. ATL-079-02-01 ATL-083-02-01 ATL-066-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATLA 06-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATLA38-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-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 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2o08d 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-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LILC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, the mally-activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster0 Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated DangerField) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterS 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, ATL13002A FL 16305-R4 Page 2 of J. This evaluation report is provided for State of Florida product approval under Rule 61G20-3.. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a C REEK TECHNICAL SERVICES, LLC INSTALLATION.. GlassMaster® 30 & Basic Wind Speed (V a): Tough -Master® 20 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. 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 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. NailsT. r...... Y 12" ' 4 4 12' - —+ ~ 12' ---+— 12" -i Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattem (Non-HVHZ only) 36 Nails ._._ . C 12" '. ? 18" 12- 12"--+-12"--- Figure 2. GlassMaster@ 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL,16305-R4 Page.3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall n4.tify 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 ProLAMT" Architectural Basic Wind Speed (Vint): 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. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 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 greaterthan 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. Figure 3. ProLAMTTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern 14" I ATL13002.4 FL 16305-R4 ,,, .._Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this 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. CREGPC TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V u): Max, 194 mph StormMaster® Shake Basic Wind Speed (Vasd): Max. 150 mph R 6' L ATLAS ROOFING CORPORATION Asphalt Shingles Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 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 with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below; Installation (Non-HVHZ).: 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 m* Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Mn.12 Ba daN3rUMMg*ankna1 wM min 316• bead O O O O O O OOtic::)OO 39318. 7 1f1' T, C=? O O CD, L= C:j Q Figure 6. Pinnacle® Pristine and StormMaster(D Shake 6 Nail Pattern N ta• ATL13002. 4 FL 16305-R4 Pape 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (Vw,): Basic Wind Speed (Va,d): 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 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002.4 ...... _ FL 16305A4 Page 6 of, 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3> The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CE.E TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V it): 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. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. Figure 9. Pro -Cut® Starter Strip ATL130.02.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3:= The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V it): 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. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind.. 12 ga. 1-1/2" ring f $ shank nail i n 1 i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 fL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. G; No 74021 SfiATE aF s: O Fi 1 O P,. `=`. It oil I ii CERTIFICATION OF INDEPENDENCE _ ... 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL13002.4 END OF REPORT 16305-R4 9of9 TNs evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify GREEK 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. CREEK17520 Certificate of Authorization No. 29824 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE. 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Issued June 29, 2015 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 Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATLA 19-02-01 ATL-123-02-01 ATL-125-02-01 ATLA27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) 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 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-170-02-01 ASTM D 3462 2009 ATL13002.4 _ FL 16305-R4 Page 1 of 9 This evaluation report is pmAded.for State of Florida product approval under Rule 61G20 3.. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ATLAS ROOFING CORPORATION CREEK Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 34ab 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. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormiMaster0 Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16.305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 6..1G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Wit): Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): T 12" 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 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 12- —+ —12" Figure 1. GlassMastefID 30 & Tough-Master(D 20 4 Nail Pattern (Non-HVHZ only) 12"—--12" Figure 2. GlassMaster® 30 & Tough -Master@) 20 6 Nail Pattern ATL13002.4 FL 16.305-114 Page of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-1 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 ProLAMTm Architectural Basic Wind Speed (Vuu): 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. 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. Ain. 72 qa 9eAaraed mofing ned f-..mm" are•neaa 14• i O O O O O O O O O F O O O O O o 61N. Figure 3. ProLAMT"I Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation reports provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StorfnMaster@ Shake Basic Wind Speed (Vua): 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. 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. Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39 M• D C CD CD 0 0 0 — O rJ O CD CO CD CD CD O Q • OOOOC' O O - O t=t C3 O. M . i3 , C7:,V -- 1 Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATL13002. 4 FL 16305-R4 ... 1 Page 5 of 9 This evaluation report is prodided for State of Florida product approval under Rule 61G203< 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 StormMaster® Slate Basic Wind Speed (V it): 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. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" i 9" Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StorrrtMaster® 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 61G20-1 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 Pro -Cut® Starter Strip Basic Wind Speed (V i,): 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. 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 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 belowa wo. 32 gs. 1-vZ• iin sunk mil Q s Figure 9. Pro -Cut@ Starter Strip ATL13002.4 . FL.16305-R4 Page 7 of 0. This evaluation report is provided for: State of Florida product approval under Rule 61 G20a3:. 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V it): Max. 194 mph Basic Wind Speed (Vesd),. 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 sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring shank nail 12" i 1 i 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 __ Page.8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION CREEK 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 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 manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 4,..GEIV No. 74021 STATE OFAll O N A 00 CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor Wit it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9, This evaluatiorrrbpod Is provided Ibir State of Florida product approval under Rule81G20-3' The'ma nufacturershall notify CREEK Technical services, Lmot any,product changes or quality. assurancepY anges throughout the duration for -which this report is valid. This evaluation report does noYcexpress.nor Imply warranty; installailton; recommended use; 9r otherpr6d4o.attributes'that are not specifically addressed herein. Florida Building Code Online , Page 1 of 2 business » Rrofessjo,nal 'Re ulat on n ems,. , _ .- `,¢pr,dn'.n6mt€:C tlil DDrh.D#!'i5!bxra' C#ShikL"t OiS7t3 Y. i e BCIS Home 1 Log In User Registration Hot Topics Submit Surcharge Stats Facts Publications FBC Staff EMS Site Map Links Search e , rofessi al USER: PublIc UserProductApproval Re . 0 liv.^.sceKidt:'7: er¢ta:•!el:i: i•.• a rY.l•,BI a ,ti t. ia•. ;t 6r Agrilliwoiiay OrfiCPiifl Application 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-metaIs.com Authorized Signature Vivian Wright rickw@ rwbidgconsuitan ts. com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Ema it Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 41 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 J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence 8 12019 -R5 QQ1 Certif#otg Qf_Indenendence.odf Referenced Standard and Year (of Standard) Standard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 ACM AMERICAN CONSTRUCTION METALS 5140 West C(tfFon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES l . This product has been evaluated and is in compliance vrith the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 7' x T batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS SHEET# DESCRIPTION 1 T iccl elevations & general notes 2 _ Panel details 3 Soft det 11s &des' n pressures 4 Soffit details & design pressures 5 Sofrrt details, design pressures & bill of materials TRIPLE.4..04j T 44ii nail' Tf4CKl T-"14 (.OWTHM, QUAD 4 Jq4 Ci-4-014 (D13.: TMIGq nn 11rstrtJ tlAl o n a0 z UN f t Om CWBE LL Zkz LE: N. T.5. BY. JK n: LFS m.o No, FL-120 i 9.1 er t..or 5. 0 9 m t`.%. 0"%! 11 1 f rrr mr •%', r n SPAN " A " SPAN." A " SPAN AA " ROOF OVERHANG ROOF OVERHANG ROOF OVERHANG m mnROOF .. ROOF ROOF J o mFRAMINGFRAMING i FRAMING `j, '^e «• to on Z ALUMINUM ALUMINUM '- : v to x z° q FASCIA FASCI ,.._ o o c TRIM TR'.M $ co °' m. OFFIT CMU OR SOf°il CMU ORI ._ SOFFIT WOOD `\ WOOD WOOD v *' SF.F.IJETAIE.'A / FRAMED \SEEDETAIL'C' FRAMED SEEDEfAII"A" FRAi"ED J4 SEEDETAIL"B" __...JJ ll,$EEDEI'AiL"D" SEE DETALI.."C"-- SIDE VIEW - SINGLE SPAN w F-CHANNEL. SIDE VIEW - SINGLE SPAN wL-CHANNELS SIDE VIEW - SINGLE SPAN w[]-CHANNEL t L Shown wi truss/framing cantilever) - (Shown w/ trussiframing cantilever) (Shown w/ trusslf arnirx) Cantilever) . Itx 0 _, N a. u ri 51MGCE AN LENGTH A" DESIGN PRESSURE (PSI) POSITIVE NEGATIVE B" 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 14" 38.5 39.5 16" 30.0 30.0 r iZ TRIM NAIL ATTACHED m THROUGH FASCIff7 NOTE: @ 16" O.C. MAFOR SQUARE CUT OVERHANG, STAPLES INSTALLED 012" O.C. (INTO WOOD( rn. o4v, TRIM BOTTOM Of FASCIA FLAT AGAINST PANEL N J-CHANNEL SLOT OR T-NAIL @ I7' O.C. ii r0 INTO WOOD OR MASONRY( STAPLES LOCATEDZVO.C. INTO FRAMINGSTAPLESLOCATED 24" O.C. INTO FRAMING 17 _ iE NOTE: WOOD FRAMING AND CONNECTIONS TO BE STAPLES INSTALLED @ pES1GOOD BY THE ARCHITECT OR ENGINEER END OF PANFL AND S _ OF RECORD 8" MAX. O.C. SEE DETAIL "J', SHEET 51 1/8"MAX. L `Nci 11` 8 DETAIL "A Fascia K -4-- ! STAPLES INSTALLED @ 24" O.C. (INTO WOOD) r — ON F-CHANNEL LEG OR T-NAIL @ 17 O.C. a (INTO WOOD OR MASONRY) STAPLES INSTALLED @ 17' O.C. (INTO WOOD) 1/8"MAX „ INF-CHANNELSLOT ORT-NAIL@12"O.C. INTO WOOD OR MASONRY) DETAIL " B' F- Channel MAX. L t o 1a' a a 1" MAX. 7 tli DETAIL n C MAX. 5 J- Channel o 1"MAX. : + 1111 a STAPLES INSTALLED @ 17 O.C. (INTO WOOD] Due 14 A4 IN J- CHANNEL SLOT OR T-NAIL @ 12" O.C, DETAIL ° D " owa. a JK m SUBSTRATE NOTES: & xK w.. LF 3 a J- Channel t. WOOD SUBSTRATE: G = 0.42 OR BETTER urr.:wwc nes,; P Fascia 2. MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACT 301) FL-.12019.1 °o OR HOLLOW BLOCK (ASTM C90). SHEET 3W, or g, Q ITEM DESCRIPTION MATERIAL I FASCIA ,021 F THK. AL. 3105 - H 14 ALUMINUM 2 J" CHANNEL .0155' THK. AL. 3105 - H24 ALUMINUM 3 F" CHANNEL .0155" THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR .0135" THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135' THICK) A1.. 3105 ALUMINUM 7 15x1-3/4"TRIM NAIL S.S. 8 18" GA, X 1/4" SS STAPLE w/ 7/8" MIN. EMBEDMENT STEEL 9 7`X T BATTEN STRIP [G,=.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT. 15/32" PLYWOOD OR BETTER WOOD 11 097' DIA. T-NAIL w/ 5/8" MIN. EMBEDMENT STEEL 12d X 3-1/4° IX2 VER,IICAL H.D. GALV, STEEL FRAMING (G>=0.42) COMMON NAIL @ ZV Q.C. ATTACH w/ 2-8d w/ 1-3/4" MIN. EMB. COMMON NAILS @ TOP TO ROOF FRAMING S STAPLES INSTALLED @ `- END OF PANEL AND I , B" MAX. O.C. SEE DETAIL "J'7 s DETAILI " DETAIL " H " C. MAX. DUAIL ifit ji. -mn SPAN"A.•, `'`.> 1Dw ROOF OVERHANG jlf fjfll*11% ` z N m x° a ROOF SEE DETAIL..8" E ° = m° c FRAMING' (SHEET 3)+ N a 5 6 r m 12dX3-1/ 4" L_:_ CMU GR H.D. GALV. STEEL COMMONNAIL@24"OC „ AJ sJ M wGGD SEEDETAIL A _, FRAMED w/ 1-3/4" MIN. EMS. (SHE-7 31 c CONTINUOUS H" SEE DETAILBATTENCs'CL SPAN Em y c, SIDE VIEW DOUBLE SPAN w BATTEN c STAPLES INSTALLED@iaEND OF PANEL AND (Shown w/ truss/framing cantilever) F v, H' MAX. Q.C. o a w SEE DETAIL" J SPAN "A" x TWIN SPAN LENGTH w/CONTINUOUS BATTEN A« DESIGN PRESSURE ( PSI) POSITIVE NEGATWE 116" 70. 0 70.0 66.5 66.5 20" 60. 0 60.0 22^ 54. 5 54.5 24" 50. 0 50.0 ROOF OVERHANG SEE DETAIL" G" SHEET 4) ROOF FRi4MtREr""- SEE NOTE 2 F CMU OR 71, WOOD SEE DETAILi' -$ + T FRAMED SEE DETAIL "A SHEET 3) SIDE VIEW - DOUBLE SPAN w .BATTEN CONNECTOR NOTES: (Shown wJ truss/ flaming overhar9 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMON NAIL OR 3/16" ITW TAPCON CONCRETE SCREW 9 MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) MIN. 1-1 / 4" EMBEDMENT) @ 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). W1Mi1 a: JK sr LFS FL.... 12 '' 9, i E? r` V S 1 Florida Building Code Online v 18504.2 Page 1 of 3 i B : ` usrness Prflfessionai Regul tion rk i,i li(•;: y¢,,;,{p x, ,if9'•',g ,e{m u7 ti 'O OODF N07R£¢"- a „;f OBP OIY1910N9 ,CONTACT OBPB BCIS Home Log In user Registration Hot Topics j Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search dFbddab Approval VMproduct Product Approval Menu > Product or Application Search > Application List > Applic ation Detail Nif . OFFICE OF?}IEFL SECRETARYA is FL18504 Application Type New Code Version 2014 Application Status Approved Comments 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 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.Ddf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f`/`2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here.. Product Approval Accepts: ON RN ER W effit Gwd We https://floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 lG7 3/8° COM1311,1ED IDTt Wi 8 ", FRAME HE'tGHJ WINDOW WINDOW MULLIONION SPAN) COMSINE.D MOTH 107 /8.. c'OMSIP.FD WIDTH W1 -rI(- 'W2 83' FRAME HT OWHEIR51--1 MUL.LION SPAN) W I W2 ._........ Ir / I 8; WINDOW - FRAME j HEIGHT I WINDO W/NDO MULLtr`N I' ! i I SPAN) 1 ! I' i1 W1 I-- r42 1 , 9„ COMBINED WIDTH Design Pre-- rating (PSO Units anchored Into wood framing Mullion span (in) tributary j 1813 25 50 Width 3&00 42.00 n 148.00 52.43 25.00 130.0 130:O 130,0 130.0 130.0 130,0 3738 13M0 130.0 127.2 127.0 127.0 12" 49.63 120.7 94:3 77 9 73.8 72.1 72.0 62;00 92.4 70.6 56.0 51.5 48.6 47.4. 65,63 86.5 658 51J 472 44.4 43.0 72.00 77,8' 7 z 45.6 41.4 38;5 37.0: 4.00 62:.1 450 33.1 29.1 26;3 24.9 107 3/8" COMBINED' WIDTH- t WI f W2 - 1t33" p' FRAME i /WINDOW WINDOW HEIGHT MUt.I..ION AN) i 107 31''F" COMBINED WIDTH WINDOW R3 i FRAME ! ' HEIGHT I -WIND i IYLN4.OY h1UI_LION i % SPAN) / I W1 L W2 1 0 -/ COMBINED WIDIN REMS:DNS DESCRIPTION REVISED INSTALLATION DETAILS 107 3/8" COMBINED WIDTH W 1 ...... i....................... W2 ..................... I / I 83" l WINDOW FRAME HEIGHT .._WIIYL?Q WINDOW MULLION f SPAN) y I! r! W1 107 3/ 8" COMBINED 'AIIDTH, . APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED? TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED. 107 318' AS SHOWN HEREIN. Design p-.rating t/sso Units anchored Into mesonry/concrete Mullion span (in) THbuilryMId 18,1325.50 Y 3& 00 4200 inj; 48. 06 $2.13 25. 00 130,0. 130:0 130.0 130.0 130.0 130.0: 37. 38 130.0 136.0 130.0 130.0 130,.0 130.0, 49. 63 130.0 130.0 130. 0 130.0 13010 130.0 62. 00 130,0 115.4 87.8 79.3 73.9 71,91 85' 63 130.0 90.6_ 72-9 65.6 60.5 58.2 72. LW 99.3 72.4 54.0 48A 44,0 42,0 OD 62.1 45.0 33:1 29.1 26.3 24.9 LARGE AND SMALL MISSILE IMPACT LEVEL, D, WIND ZONE 3 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 DRAWN! MG NO. V. L. 08-01 445 SCALE NTS IDATE 01 /1 1 /12 SHE`2 OF 3 SIGNED: 08107,12015 0 7i'i tiv` ".,4q OT(,ACT(rw tiff ss1QMA 9E G A: a L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe..com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shalt be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 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 N 0 TAT OF i/,/ONAI. t' : Luis R. Lomas, P.E. FL No.: 62514 0810712015 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. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS ,NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK 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 IS 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 I 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=0.42 17. 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: 350OPW, 3500T, 3500SDLITES, 3500SP, 3540PX, 3540T, 3540SOLITES, 35405P, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 3580SP, S-3500PW, S-3500T, S-350OSDILITES, S-350OSP, S-3540PW, S-3540T, S-354OSDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-354OPW, W-3540T, W-354OSDILITES, W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. F-t2j M'_. T'Lxtj (D-LA7-'5 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES DWG NO, N.G. 1 08-02859 SCALE NTS I DATE 02/04/16 1 SHEErI OF 3 SIGNED: 0211712016 2„ 1, Ff HI 96" MAX. FRAME WIDTH MAX — 10" MAX O.C. 2" MAX 2" MAX 10" MAX O" O.C. AX. AME IGHT SEI F01 OF 2" MAX J SERIES 3500 FIXED WINDOW 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 CHART #1 CHART #1 NUMBER ANCHORS Number of anchor locations required Frame 1 Frame width (in) Height 36.00 1 42.00 148.00 1 54.00 1 60.00 1 66.00 1 72.00 1 78.00, 1 84.00 1 90.00 1 96.00 REVISIONS REV DESCRIPTION I DATE I APPROVED l. SIGNED: 02/17/2016 MIWINDOWSIWEST MARKET STREETDOOR GRATZ, PA 17030-0370 XGENSF 9J+ SERIES 3500 FIXED WINDOW 0y 6 1 96" X 60" NON —IMPACT p(tfrAwra` ELEVATION 1 • STAT OF t4 i' ss 1pRlO \ DRAWN: DWG N0. O8SoE859 REV aG SCALE D02/04/16 E2 OF 3 REVISIONS REV DESCRIPTION DATE APPROVED APPROVED SEALANT BEHIND FIN 1 1/4' MIN. EMBEDMENT 6 WOOD SCREW WOOD FRAMING WOOD FRAMING I MAX BY OTHERS BY OTHERS SHIM SPACE NUt1 1/4" MAX. SHIM SPACE 3/8" MIN j F O OoO 6 WOOD SCREW INTERIOR EDGE DISTANCE 0 0 1 1/4„ o MIN.IOUEMBEDMENT INTERIOR EXTERIOR APPROVED SEALANT Q 4 BEHIND FIN 3/8" IN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL 1 /4" MAX SHIM SPACE WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 3/8" MIN 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EDGE DISTANCE NOT SHOWN FOR CLARITY. 6 WOOD WOOD FRAMING 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTME2112 'Z 1"' L h I fix L- SCREW 1 1/4" MIN. BY OTHERS VT` r APPROVED SEALANT EMBEDMENT 0 LA SIGNED: 0211712016 BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS N 111111IIJ/7j 650 T\UF:gcP MARKET030GRATZ,SPA 50370ZZ SERIES 3500 FIXED WINDOW 0 96" X 60" NON —IMPACT e r[(tr7(,6cistot` FIN INSTALLATION DETAILS Z1 , TAT IF tt, DRAWN: DWG NO. REV C0RMO O8 SO ESS9 i/ ins/ONA'Ia\\ SCALEDATENTS02/04/16 3 OF 3 O Florida Building Code Online FL17676.16 Page 1 of 4 dda rD/epar SCIS Home ; Log In ! User Registration Hot Topics Submit Surcharge Stats & Facts Publications ; FBC Staff f BCIS Site Map Links Searcho U JiI lC S(/`;I Product ApprovalProfessi©1 l1t,.J USER: Public User Regulation jfflTW&- Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 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:Hfloridabuild ing.org/pr/pr_app_dtl.aspx?param=wGE VXQwtDgvFGYZsj rZFR6fG l ... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf 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: 171576.2 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.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 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.pdf 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: 117676.6 13540 SH j 44x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG3U. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.pdf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions 1`1-1%676 k2 11 Install - 3540 SH Fin 44x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/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: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure:+35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 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 FL17676 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 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 , FL17676 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.udf 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.vdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf 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 Fls 52x84.gd Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72;R35.(072016) Approved for use outside HVHZ: Yes Rev.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).odf 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.pdf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. 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: am RE ER Credit aSArr) E https:Hfloridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 4 Vslidator t t}oerations Aslrtiin tratz r) MI Windows & Doors, Inc. P.O. Brix 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRoDuCT cERTIF wiolsl the prr>duct;d0tcr bted betaw `is :#iereby approved for fisting in the need issue -of the AAMA,Certified Products ffrrectory:: The approval is ttased on succ (ul completion of'tesis, and the reporting to the Administrator of the results of tests" avow Md `by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the nwd published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA1WDMAlCSA10' 1L& 2IA440-08 LC-PG35fe 2731X186? (108u74) Negative. Design Pressure = -50 psf COOPAW AND CODE. CPD NO. SERIES MODEIA PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 TRIPLE SH (FIN') FRAME SASH MI Windows & DoorsInc. 108 17 PVC)(OIX.tOIX,.+3/X 00 273"1,MM x 18ST MM 860 MM x 919 MM Code; Mn- lids GL)(REINF)(1' L7)(ASTM) 911" x 621 2!1tN' x ro" 2: This Certification will expire April 12, 201 t: and requires valldMlon unfit then by continued listing in the current AAMA .Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01409.4 " Date of Report May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP- 04 (Rev.1111) Validated for Certification 4at- J! oycttedLaboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ.. 2"-- sty—p I i 2' o.c. Max. L n fJ-'A'CLEARANCE ALL FOUR SIDES) WHICH ELEVATION t08• FLASH BY OTH' Anchor See Sectior Details) G: Min Edge a" SILL DETAIL HEAD DETAIL. SIZE HEADER AS NEEDED Caulk under ENTIRE perimeterof Nailing fin before, fastening. iM AS gUiRED DRYWALL IOWN WITH 1/2" SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . Notes: 1. Installation depicted based 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 dimensionai requirements. 3. Wood buck installations are assumed 2x S,— P-F (G-0.42) 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 loods. 4; Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness. of 1/4" permitted at each fastener location. Shims sholi be food bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that .of the test window . for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN'WIH ALLOW DESIGN PRESSURES UP TO +M/-50 UNiTS UP TO 108° x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) SHf THING Min ' Edge Distance re ^na WA" IM"'M i INSTALLATION INSTRUCTfoNS V. M.R. 8-2M k FASTENER SCHEDULE — FIN_ °`00f° ON1E JAMB DETAIL °"" 3540 Single Hung NONE 1 or 1 Windows & Doors W Graz, PA Continuous Head and Sill 3540 SN C5H FIN ~ 8 r A Florida Building Code Online F7676.9 Page 1 of 4 Boom, a.ork6 rSer epr BCIS Home i Log In 1 User Registration Hot Topics ; Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map IF Links ; Search UUSi'1 „ Ines f ProfessionalJJI Product Approval USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer 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 Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf 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.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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.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.Ddf 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.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 44x72.1)df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.pdf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation 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.pdf 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. df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 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.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 FL1707G 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.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 4402.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.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 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 48x96.12df 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 ll.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.pdf Created by Independent Third Party: Yes 117676.12 13540 SH 1 52x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.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 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf 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 S2x72.Ddf 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.Ddf 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.pdf 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,,pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109 47- R2 C7326.01 3540.AWS.IG.FIN.48X72,R35.(072016) Approved for use outside HVHZ: Yes R v. fImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 - The State of Florida is an AA/EEO employer. 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: IN ®99® Credit cQrFE' https:// floridAuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsj rZFR6fG 1... 5/26/2016 Validator/ Operati6m Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn* Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The productdesail5ed belowis bereby approved for ristingin, the dexi issue of the AAMA, Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the resub,of tests, awoffppanied by related dravMngs- by an AAMA Accredited Laboratory, 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD 00 PRODUCT TESTEDAAMA!WDMAJCSA 10111.S.2JA440-08 LC-PG40*-9l4x2l34 (36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MA)amumSIZETESTED DESCRIPTION MI Windows & Doors, LLC 3540 Sri (FINLESS) FRAME SASH 7157 PVC)(0%)(10)(INS GL) 914romx2134mm 861ft1mx892tnm Code; MTL RFJNF)(TILT)(ASTM) 3'011 x 710") 240" x Z11") 2..This,Certification YAIJ expire July27,2020 (extended from:July27,2015 per AAMA 110344a) and mquitres validation until then by continued listing. in the current AAMA Certified Products Directory. 3. Product Tested and Reported by, Architectural Testing, Inc. Report No,: B1910.01-109-47 Date of Report: August 15,2011 Date: April 16,2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification J!m tekdLaboratories, Inc. Authorized for Certification AmeriV Architectural Manufacturers Association 36" MAX. i-RAME vV D11'1 I. MAX. 1 J. AX i .ice 4 E U,LL SPACE'D, SEE 4 ANCHOR c ll,&Rr w ' HEVI 1Fti2 .. JI!' SIZE AND A''NCHOR \v SAN . I Ii z:4 MAXI FRAME IIEIrI,q X 4" MAX. i i SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors requ at each amb Height in) Panel width (in) 24-O 30.0 36.0 24.0 2 2 2 30.0 2 2 2 36.0 3 3 3 42.0. 3 ... 3 3 48.0 3 3. 3 54.0 3 3 4 60.0 4 4 4 68.0 4 4 4 72.0 4 4 5 78,0 1 4 4 5 84,0 1 4 5 5 TA51..F. OF C(JNTF:NT SHEET NO. j DESCRIPTION ELEVATIONS. ANCHORIW, I.A"_:G"SAND ..NOI S 2 ' , IINST ALIAIICN L':FAGS Rr2g1 n. f7E5CR^^ Jra I4tE <nPv.;:•Ev 1) I: PRI"I'tUCT SHOWN ''!cER i is AND :1ANUI::AC._.t)RI_:1 COMPI F 1jREI<1 ITs r F 1 itLfOREt1 DIF C ODE, OD ' FA1.Fti AND MASONRN PH NG I() BE € NU,') AND AN"I";0R.ED 10 IRANSFER ALL LO -DS 17 'TI l ! URL F + ?, AND 9- C `i y' r N .G I:, IHI._ RESI ON EI LII! OF i E AEA"HIII ,I OR N'.1NH:' OF R COO.). v - iLI`K r rE.k "SA,. itik"IC:Cit(' i'F '`i 01%IIUhA.,. `'1•i='tF;E IX H C K IS NOT USE,[) Mil - Al: IAAI ?IALS Fv:UST BE SEPARATED v:!"'rl APPROVED C.Cr I^. Or, a4r M-DFANE e EOTIC) v OF CCATIN,,, OR MD,13PANCIS TH.E T' ^ONSIR:L€T'r C A , 0kk;AEI_F :1'f:_.5T INCREASE LS VeA., NOT t:`3F"D IN THE D`SIc"y r,= ' FF, 1("E,UCf SHOVIINHEREIN. ,IN4":IND '..ON", DWRAT110k FACTOR Cd-1.6 WAS U:!=.., FOR WOOD, ANCHOP, CALIULATIONS. r f"R'AV.E NIA.TERIAL: Ex"Rt!DED RIGID `'VC. nj F UNIT }1) T FIE REINFORCED wffi4. C I 4_ 1 , STEE.. RS h R(TMFNT. MEET'; . v> RAIL' a IJS BE'REINFORCED A,'I. H RE— 'j4 S20 S,7FF... RENFORCFf•A= E:T I I N . .4 7 HE GLAZT.D PER ASIM 1 .i r IMPACT S. a.ti"1 ; r..,..tjFOR THIS PR0.,.:r;' IN 'h':E;C Ts '?NE DFBR' S TiFGIUiN.:i. 9j SHIM AS RF .IIRET; A:T EACH INSTAI.1.A:IjON ANCHOR 0,'i1 . LOAD ^^.:Er.P:N(: SH€:",4. I Ff 't.' 4"LkL v:'A.::L v. 1 1 JF? S ? ri; E i O —CURS. VAXIbIUKA, A•_% 0,WA8LL li10 ACK TO BE. 11 ,,4„ 10) FOR ANCHORING INI'., ,3.ASi'v-2(/ ,C'rp,,::4E' 'SE :5/16' APCONS i H 50 C IEK' LNG11H 10? ACHIEVE A. 1 4 /4 VINIMUM EMB"EDINALN! INTO SUBSI1 1 E W111.4 L 5/8" MINIMUM EDGE [,' i:>TANCE. LOCATE ANCHORS AS SHO'Wh IN `_I..FVATION;S AND 1',) FOR, ANCHORING INT., ' WCO. FRAIvIINGZ OR 2X SUCK USE nS WOOD _CIRrE' VVT IF I,Ili3Ji tNil" ri (. d.,H1,-t1!: A 1 JL:a RA'E. UXAIE ANCHORSAS SHOWN IN EL'_J :J i`; AND i'N''+!ALA. 12) A.'. FASTENERS Tel B E. X)RROSK)N Ii'..`.>s:J'i:'ANE 13) iSTAU ATf0N ANCHOR_ `> iHAL. BF IINSTALLE'D IN A CORC:ANCE :1/ITH AIICHOR AN- FAi7TURER'5 iN; TAf.tATION :NSTRIJCJI)NS• AN. ANCHORS '<AI..#.. NOT f E i SED IN SUE) STRIIES011%-, S '2 NGTHS t_ES5 'HAN !HE MINIU M. STRK.JH SPECIFIED HEI.C)''h': A. WOOD - V NIMI..4{ " SPFCIF i:AVI- C:-0 4i P. I CINCR E .... MI NINIUM, CUM(` E SSR SIRENGIH OF 3 94 PSI, C.: MASON.'.Y ._ SrRENOTH. C, C,TarORMAi E:. TO ASfM C -0, G.R.ADE N, "yr:c { ,\)R GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS650 ttttil11/ 1j//f TREET vGRANTZ1TPA AR70. 3050370KET41GFN y 9dr. s, 0 6 SERIES 3540 FINLESS PVC SINGLEHUNGWINDOWSTEELREINFORCED - NON -IMPACT 36" X 84 AND NOTES py Gter ELEVATION, ANCHORING LAYOUT r iFss1pR10Oti NG NO. rr'v 08 ;OE 372 ff/fA, QNll..t`\\\ SCALE pnTE NTS 10/17/1t 1OF 3 fi !, , P..0" i4'RS. 2X rL."'K i . 61 BY P".i K p ;CK 'CO zEXTERIORINTERIOREPRrR F.;: N 1 / 4' z VERTICAL CROSS SECTION 3r F';_ I IREIO' licl.l 3 tX' I.cf'tp7-'1N SHIM EXTERIOR. pr") VE:-) HORIZONTAL CROSS SECTION 2X BUCKWOOD FRAMING INSTALLATION CIAI". ". I :'FG R!';F. " XFF7 N Dr "'K , R! MI S AND DOORS WIWE SNDOWTMARKETSTREET6509to,/ GRANTZ, PA 17030- 0370 rENe' cP 0 SERIES 3540 FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED — NON — IMPACT 36'* X 84 OF-,'-_: INSTALLATION DETAILS 08-01372 j/ fNAL NT S 10/17/11 7 OF 3 VA'l BY 'THE BY _A1z!0NA-. VX BU... M.HER'5, 1X. BUC< F) bE k T F 3 S f 1 F I 4 E S, N PED C, APPR(:IVFP SEALANT EXTERIOR LAN`;F 10 BE OPTIONAL ^:X Rk.Jr,"K Bf 0 ilf;RS, IX HUCK 10, PLi SFE FT 1 INTER/109. VERTICAL CROSS SECTION ESL(.) 01 -Wl 11/4" MAX, SCk I.WN 1 /4' MIN. VASIONRY )Z` INTERIOR 2 9 Y * IJ Y A__ ------ 1*10NAL x 01.,_'K .yZY EXTERIOR PFu, RLY S* cl:Rrp. SE E LAN OE: 0 BL SFkANT HORIZONTAL CROSS SECTION MASONRYICONCRETE INSTALLATION A F I ApP Ovl!) CN)-` E: INUR10F AND EX.LR`,,`,R NISH* BY HE PUR S WINDOWMARKET SANDMI650C/o WEST STREETDOORS GRANTZ. PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 1 STEEL REINFORCED - NON -IMPACT 36" X 84 l 5 INSTALLATION DETAILSv90r, TAT V. L. 08-01372 q 0NA1 'E \V' NITS 10/ 17/11 I L. Roberto Lonias P.E. 1432 Wooaord Rd. Lewisville, NC 27023 336-945-9695 rilomas@lrlo=spe.com Nlanufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non-lmpact Report No.: 511989 The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Comniunity Affairs for Statewide Acceptance per Rule 914-3. The product listed herein complies with requirements of the Florida Building. Code. Supporting Technical Documentation,• 1. Approval document drawing number 0M1 372, titled Series 3540 Finless PVC Single Hung Window- Non - Impact ' signed and sealedbyLuis Roberto Lomas P.P. 2, Test report No.: B1910.01-109-47, signed and seated by Michael D. Stremmel, P.E. Architectural Testing, Inc.. YorKPA AAMANVDMAIGSA 101/ 1.S.2/A440-05 Design pressure: + 40.101-5.013psf Water penetration resistance 6.06pst I Anchor calculationsi report number 511989-1., prepared, signed and seated by Luis Roberto Lomas P.E. Limitations and ConditIons of use. MaAmum design pressure-. +40.0/-50.0 psf maximum unit size: 36" x 84" Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. S.Ash aleand rails and fixed meeting pit reinforcement: Roll. formed steel. Thl I s 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. Installatfow Units must be installed in accordance with approval document, .08-01372. CwWrIcation of Independence.- Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) far which this report is beingissued. AJso, I don't have nor Wit acquire a financial interest in any other entity involved in the approval process of the listed.product(s). 1 Of I JMI.111/ 11 0 NN ti 5 Z: TAT OFO: lill' ZONAL Luis R. Lomas, P.E. FL No.: 62514 1110712011 r Florida Building Code Online i F L17676.2 Page 1 of 4 i o . , t r BCIS Home 1 Log In I User Registration Hot Topics Submit Surcharge Stats & Facts 6 Publications FBC Staff 5 BCIS Site Map Links Search CJu5i1IL.,J 'i J Product ApprovalI(-1 TC C 1/i'= I1pl([rof( esS((I}}V USER: Public User 3 4i:guiatIVE I17TRIIF117,11Product Approval Menu > Product or Aoplication Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE J Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Vedidator / Operations Adrninisirainr) MI Windows $ pours, L.LC KO. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below `is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based an successful completion of tests, and the reporting to the Administrator of the results of tests; accotapariled by related drawiings, by an AAMA Accredited Laboratory. 1. The fisting below will be "added to the ne3d published AAMA Certified Products Directory. SPECIFICATION l3RECORDOFPRODUCTTESTEDAAMAJWDMA/CSA.101I1.S.2/A440-08 LC-1S1340* 41W134 P6X84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO,: SERIES MODEL. $ PRODUCT MAXIMUM "SIZE TESTED DESCRIPTION 3540 SH (FIN) FRAME SASH MI Windows $Doors, Lt_C 7158 PVCxOfXI(tG}(iNs GL 914 rttrEt x 2134,mm 867 mm x 892 mm Code., MTL REINF)(TILT)(ASTM) pv x 71W) 2=10" x Z1.1") 2-This Certification will expire July 27, 2020 (extended from July 27,:2015 per AAMA 10344a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B2133.01-109-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification L'h''a k( oG tact Laboratories, Inc. Authorized for Certification AmeridW Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 IEvaluation 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 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf 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 FL17676 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 3540 SH 48.96 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30 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 08-01371B 11-odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 13540 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.odf 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 Page 1 of 4FloridaBuildingCodeOnlineGQ f- CSF) FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@aMarr.com Brandon Gentle brandon.gentie@amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336) 251-1308 bran don .gentle@a ma rr.co m Danny]oyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L. Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQlA4DqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 3 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 No ':,NIA F .5301 R6 £OC FK5Eh Edif]8n AfitbiiAion F1. 5302-a5 O Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL # Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC_6009-110-11 Drawlno 7-10 FL:odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports .. Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. W302 R6 AE IRC-6009-110-11 Report 7-10 &&df Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No 6009400=11 drawino 7 10 sealed.ndf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18,7,Not for use in HVHZ. BM02 R§ AE IRC-6009-3QQ 1 r brt 7 105eaiedodf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Dwg. IRC-6009-120-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions. Fj6 Q2 R6 11 IRC-6009-120715 Drawing 7-10 FL.odf. Verified by: TON SHELMERDINEb048579Approvedforuseoutside: HVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. F{5302, R6 AE- IRC-690-120-16 &"ort7-.10 R-odt Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302. 4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) _ _ Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 'IRC=6009430-15 Drawino 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 R6 AE (jt Ez( 134'l$Qft 7-10 FL odF Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302. 5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No B,%W2 BA 11 7RC-6009=14045.Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048519 ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https:// www.floridabuil ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 Af"'IRC-6009-14b-15 RoQrj 7-iO:Pt.adf, Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.E Stratford (M600); Heritage (M950); Dwg. IRC-6009-150-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No F15JQ.2 R6 liipEG^fi004-15b iR OraytMc17-i0 h .Qdf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC=6004-150-15 F,g -ib EL nd_f Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a: replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes ptS= R6 ii 1Rt -6009 169 15 D'r jy jrytliib fL odf. Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.31-51.2 Other: Design Pressure +45.3/-51.2, Not for use in HVHZ. Evaluation Reports Ft 3bf Rb AE IRC-600g-169-15 Report i-10 Fl odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5362.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit {M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Fi 54 tfl2 R5 Ii 1RC-601E-1A0-15 Drawinn 7-10 FL IDd Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use in HVHZ. fLS302- /+F IRC-fi01fi-100-15 Report 7-10 fL odf Created by Independent Third Party; YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No EiSiy k6 1t 1AC!!6b161io-15 Drawlno c1b gQE Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Report fLOther: Design Pressure +18.3/ 20.8, Not for use in HVHZ. FL5302 R6 At IRC 601E 120 i5 7-10 odf Glazing option shall not be used in wind-borne debris region Created by. Independent Third.Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide: Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 $6 itIRr 60i( 2:Qr1 Dra ing 7-10 FL. f Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. 34X RQ AE IRO 603E-12U,5 Report 7-10 FL.Ddf, Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.11 Stratford (M600); Heritage (M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions. Jt 5302 R6 11 IRC-601613045,Dravilna 7.1tFL ndf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 Af IRC-6016-330 J;S PODZ.7=10 FL:odf Created by Independent Third Party: Yes 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www.floridabuilding.org/pr/pr_app_dtI.aspx?param=wGEVXQwtDqunL7 seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.11-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.13 Stratford (M600); Heritage (M950); Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 . Other: Design Pressure +29.7/-33:8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE TRC-6016--140.17'reaort 740 sealed:odf Created by Independent Third Party: Yes IRC-6016-140-24, 10' Thru 16' wide Instructions Verified Byi TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 Rfi AE :IRC-6016-140-24. report740 sealed:adf Created by Independent Third Party: Yes 5302. 14 Stratford (M600); Heritage (M950); Dwg. IRC-6016445-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5301 it6 Iff IRC-fi016-145-24.d.odf: Verified By: TOM SHELMERDINE 0048579 " ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use in HVHZ. FL5302 Rfi' AE %IRC fi}}6-145-24 rgporh7-10 sealed.Odf Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302. 15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 162 thru IS' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No E# 0 R5 j{ IRS SB-liQ 15 Drawina1-10 FL:pd Verified By: TOM SHELMERDINEE0048519 ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302. 16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 162 thru 18' wide Oak Summit (M650) Limits of Use 'Installation Instructions Approved for use in HVHZ: No F15302 R5 II IRC:MS-120-15 Drawing 7.10 F[: O Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ F 5362;a6 -R 8C&Q18- 20-15 Riliood,740&iadf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. R Contact U32399 dyne 65.18i'4 The State of Florida is an AA/EEO employer. Goavrldfit3007-2013-SMe of.ildrida..;; Privacy SWtement :: AocessWilty Stabeffe :; Refund Statement Under Florida law, email addresses are public records. Tf you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office -by phone or by traditional mail. If you have any questions, please contact 850.487.1395, *Pursuant to Section 4S5. 275(1), Fiorlda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to 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: no is_.: 9E MM Credit r https://www. floridabuilding..org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDqunL7seVZMF... 7/20/201 S ADJUSTABLE ROLLER CARRIER 4TTACHED W/ (V 1/4' x 1/2' DOLT 0. NUT PER BRACKET 16 GA GALW. RESIDE'NTYAL TOP ROLLER BRACKET ATTACHED V/Q> )/4' x 3/4' Nf_X WAD SCREWS FM BRACKET t ys= SEE PAGE GE FOR: p!TlpiLAZEDAECTIO INSIDE ELEVATION a zoca Nja AT'rAO c2) 1r4' 4A DAASAY'G' . wu HEAD i7110C ATTASA'D AT END AND WI:Od 3/4' x V4'" TiVTS HEX HEAD KgPW NF.%'. 146A. DURASAFE R(ALER CARRIERS ATTACHED SLE ATSTILE TO END STILE W/ (2) 1/4' x 3/4' HEX HZAD SCREWS PER CARRIER r 7-BALL STEEL OR NYLON SHORT STEM ROLLERS W/ 7/16RETAINER FOR NON - THREADED SHAFTS TYPTCAL. DURASAP._-C.N.G ^i" 5 uD DOLT AnAam To +Rue RACK ` AQQNTIND DE161L M. Ts 3' 20GM STRUTS AnACHED //J, HEX SCREWS AT \` EACH CC ENTERSTILEFDA STRUT NEAT Cr STRUT YYYtttt•" TYPICAL STILE: 8TiFr TAT Ut ( TABLE 1) ON PACE 3 no, STRUT SPACBNG C'TOH BRACKET 14 GA T14M ATTACHED W/M 1141 X 3/4' HfX HEAD SCREWS GA RESMATIA FYXTUIIC ATTI LISTABLE S2I a) V1/ 4• x 1/2' A'10Y ICE D0!. TSA: NiIT5 i/16' OIA a 1-5/8' TRACK OONMURATON FOR 8'6' UP TO 14' TALL DOORS N.. w.x vmTx , e•o• t PbFSL`8 PSFDSf x "glt3 21,8' R IM LOADS jt .'"' 11 xotEz f7.2 PSP FLNs 1 A1i Dl' M'Y THE m 1RA1X11. TR40C wrD TTpp qy( XRDcu awes. M0.44/`e! I.cv M (DAD 1RAN TNF 0 L EACN yIRDCA4 J/a6"+ RE—1 >WOM1 K50( HOMY. 0A 3D3 CAAR[AGC CO.irt V1NST9FSALi1L MG f:710S MODEL #650 OAK SUMMIT s/DvrASRte 44x4 LesA-( 4 -14A4 L1ur1-r x DowS wD NAWMARF. Rl 6E D(.9WD. NANITAr;11RtN Alo hSTALiID. elrl , runAmx .V: sEr rtai11 rr oAa(A. MODEL #66D S7R WORD A/DureSsfe ior(°o0RtA(>g. Lcr iAusxAL eEYA u. LeN: (w47 Rouen FnR1ED uwr MODEL` 960 HAt7'MCS '1rJDun3afe a suoFarnNc snLex, an elzNrwrs swu DE 01 .&D Short, axle TI1nD Oak; STslamit. P—.I,s ol DRAMI BY W WE 0Ih5/01 LT x(fAi(C MA'7t RY A AECfSTliDLROrY;!:+DNAL fHiRNFI]i FIIR MNO LOADS e01CAT(D 0! 1 TN6 pRAR!NO N ADpTKN fi OIMCR LOAWlM L RWI TO TARES (Y! ME AA^.E 3 RR lDGTIOXY. DOdt IA)OIS A1A R(W P[9CN P3B69JNB5 Iltt Il c 1,. 11V VL4 JJ f1,.L 'lIC6" r DEQFD 8' AA. OAT[ 9l IS/1u... stir I or I e a a• 2pGA STRUT LOCATED WJ T1E TOP AND BVTTDM OF GLAZED SECIION4• HEX l / s OPTIONAL SHORT PANEL .INTERMEDIATE GLAZED SECTION (STRUT AND STILE LAYOUT) f• AT Acr[B V/c2) I1{ % 3 •38'If8''"`"'--•-• f HEAD SCREVS bT END AND LEH'ER ':D'3JJY.^""" . f sous •i : +s OPTIONAL SHORT PANEL TOP GLAZED SECTION (STRUT AND STILE LAYOUTS) 3L•-5/Y 10-8/e• Y i LONG PANEL GLARNI. FASTENER, R DETAIL. SH0R1 PANEL CLPZUIr ASIENER DETAIL......... N."I.S.... uTs. GLAZ IN , OPTION CB055 SECTION A NG IT AVAILAYL£ N YWD-BOR DEBRIS £LIONGLAZNGMEETSASI'M E1300-OM1 " ron. wtN0kN4 FRAME pplipNAL Dena INSERTS MTN UY',PROTE.CJION mTH UY PROIFC710N OPTIONAL LQNC PANEL TQP GLG2E0 SEt'Irm" lstkrT ANA STtt.li• i•A,_1t UT - INS 3/J2" THICK 556 GLASS 16.0 RIDE Do"s LESS RUN II la "AIO6,MUST USE SHORTPANF1. fiS ".1 I; L,zMC OR amw SECTIONS WOOD JAMB ATTACHMENT TO STRUCTURE 1/ 2• EMBEDMENT) F@ 1 NDf: USE PAIRS OF FASTENERS STARTING 6•fROM ENDS, USE PAIRS OF v 7cS Vfif?ffd(4-S:Q - MyEw( IR USE.F ASTENERS fOkH[R.L01/'C-90 91.AGK> T iClep, f" IJ4• LAGS AND BOLTS CAN BE COUNTERSUNK TO PROVIDE A FLASH MOUNTING SURFACE, LAGSOF WOOD .IAMBS BY OTHERS w- CtPtRE ATAVC? IJRE $?1d1CTU1 Nd. LOV" q0C GROUTED .P.LOG ETRI2CTURE- STRUCTLF±E .+-> 1/ 2' I(•N 2-3 PSGL. JAMR 1- 31? MIN 9' AT " o 0 X 7 iHa NMObt T1l'Alt. f. R MOLDED INSIDE FR I I:% A'Y. a LOMQ T+A6 xRGPM . 1 5. Q7'ION B AVAILABLE TRACK CONFIGURADUNS N• T.S.,. MAX SIZE s' mDTH f n S ssl+ LOADS' ? - 21. 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Invest.Igat Ion9 Cons uIt.Ing GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No:. 12-114 Design Pressures: 21.8 psi, -24.8 psf Report Date: 12/6/2012 Model #: 600 ......_. .. Test Pressures: 32.7 psf, -37.2 psf Test Location: LAmarr Garage Doors, Winston-Salem, NC ASCE 7- 10 Criteria: Up to, 5 Feet of Door Width in Zone 5; An . Roof Slope; Enclosed.. Building Exp. B, 30' MRH E C,15' MRH Ex . C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155 mph, 141 mph 134 mph 1 128 mph 1 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16- 0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at. each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Arnarr Garage Doors was used in the test. The test unit is fiurther described on Drawing IRC-6016-120-15. Manner of Testine This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance insubstantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16'- 0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By.. comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin } 4o le3eoe g d Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin a° ea••'' •,,Q e 8 short panel (18-1/8" x 10-5/8") or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed @IN vF"•'O/ glass minimum - meets ASTM E1300-04) may be installed in 1 section'* . ni0 Submitted By: 111 d M A 06. In L" d• 1 : ip STRUCTURAL SOLUTIO. YS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm#29412) Thomas L. Shelmerdine, PE (NC PE 414654; Florida PE #0048579) 5921-G West Friendly Avenues Greensboro, North Carolina 27410 a (336) 856-26864 Fax (336) 856-2687 r NC Firm #C-1096 Florida Building Code Online 1 Page 1 of 3 a 1 X 1 ''x f .S sF_ BCIS Home Log In j User Ragistraton i Het Topics Subma Surcharge S[ats & racts Busi ,e Profes! U) Product Approval USER: Public User Regulation FL# FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Publications M FBC Staff ' BCIS site Map Links Search MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitiinger@miwd.com Brent Sitlinger bsitiinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i 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 FI 15332 tit Cfil ftCtj p(E Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 NiI 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 ONo )N/A https://www.floridabuilding.or(,/Pr/p_app WI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # Model, Number or Name 15332.1 SERIES 420 ALUMINUM SGD Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 IES 420 ALUMINUM SGD OXO 145-3/4"x80" NON- NFORCED Limits of Use insrauation inscrucuons Approved for use in HVHZ: No FL15332. R2 1LA6:0450®C: df 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 ELJM RZAE5IQaQ7- 4f PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON REINFORCED Limits of Use tnscauanon ansx - —flu Approved for use in HVHZ: No FL15332 Zjj Qa-0M9-C R0f 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 FLIM R2 AE-ammow 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 it 6iLg2248A Udf 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 t3$ PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No E IU32 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 PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No E112 R7 II OIQOf4 ndf 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 FL1533' 92 AE 512970Aodf PRESSURE RATINGS Created by independent Third Party: Yes 15332. 6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96" x96" Limits of Use Installation Instructions Approved for use in HVHZ: No LL13L2 R2 1I- -0 492g—p lt_f` Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15112 R2 AE 510806B:tidf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://ww,, A,.floridabuilding.org/prlpr_app_dtl. aspx?param=wGEV XQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No5.'t2 R2 jt42 i}QQ2G:ndf 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 L15)2?': Rom, AEEE 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 F1.1533 t 1t Q8-00502G:Of_ 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 F 5332 R2 AE 510809j& 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 CL15332 RZ 11j Q$-Q li PQ0, 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. -510 PD_. PRESSURE RATINGS Created. by Independent Third Party: Yes Back : kcxt : Contact 11s ::'1940 Norm Mo+rroe Street Taflbnassee-Ft 32399:Pttr ne: 850-4BT-i824:, The State of Florida is an AA/EEO employer. Qj*ddhi 2007,221 .5;ate 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(i). Florida $tatuleS, CIF4ttive pttobet 11 2022, IiKghSeii IkenSod under Chapter 455, F.S. must provide the Department with an email address if they have one. The ema4ls 1provided may used rot official c6nfmitrucatlon with the Iicensa, However email addresses are public record. if you do not wish to supply a personal address, please,p,00de.the oepanmeni with ari email ai$Iref:;which can be made available to the public. To determine if you are a licensee under Cftaptrr. A555F:S„ please click here . Product Approval Accepts; x eChc fe 1 https:Hww-,v.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtH85 72gvdWl... 7/20/2015 Alp% MI WINDOWS AND DOORS LLC i01 W. CROSBY RD CARROLLTON,ATX 75006 SERIES 4.30/440 XIX SrD 143" x 96" R—EINFORCED WMC**O ADAPTER NOTES V. L. 08-02250 Vei 13 SIGNED: 1211012013 y - A _ _: r .._...1.......... .... _., i 1 T Xi' 3 . r 1•. % i § . SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING :- IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE +25.01-28.8PSF NONE WITH 2 1.32' SILL WITH 1 112' SILL SEE CHARTS #f AND #2 FOR OTHER UNITS RATINGS SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS 1 112 SILL ALUMINUM 6063 73';1155 THICK CHART #1 WITH 2 1132" SILL WHERE WATER INFILTRATION RESIS T'ANCE IS REQUIRED RFF NnTE 9 SHEET 1 n ressure chart (psQS. Vs.e Paneland Total Rarre Vuilth )0) 30.0 90.00 36.0 10&00 -:126 4%0 47.7 143.06 Pos Nag. Pos Nog PosNag. 40,0844,0 5B 2 40A 50.T-. 40 0 40 1.6 40.Pt2;8 39A '39.6: 40, 521 40,0 45,2' 40C 40.4 37,1 37.1 9:-40,0 495 <'30.0 42.9 382 r 36,:2 350 :. 35.01 CHART #2 WITH 2 b32' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT RFOUIRED AFF N0TF9SHFFT1 Design preswro chart (Ps6 Fra re Sirqe Panel and Total Fran . matn (b) ... . treat n) 30 o'u 90.00 76.0 108.00 4z.0 126.00 47.7 143.00 Pos. Nog Pa,,,j N.V. Pos I Neg I Pos Nag : 4.0 S02 582 7 507' 45.5 45.5 42,0 L42,0. 68.0 S 67,9 47.6 42.a 425 39,A 394 92.0 5?,7 52 7 : 452 46 2 : 4tl 4 4J,t 37,1 37:1' 96.0 49 5 49 5 42.9 42 9 332 38.2 35,0' A. CHART #3 WITH f 1,2"SILL WHERE WATER INFILTRATION RE'SIS7ANCE 1S REQUIRED SEE NOTE 9 SHEET 1 Design. ressum chart (P J F arts S"ta Panel and Total Franc VNdln CM) 11c+gn1 30A 9000 3d, 108,00, 42.0 126.00 47,7 143,00 in) Pos Nag Poa Ne9 Pos Nag Pos N•g 840, 25.0 47.;6 2. 0 41,' 75,0 s7.1 250 343 Aa.O 25A 452 25.0 39,3 25,0 35_Z'- 92.0 0 429 250 372, 2-1 33,2- 25.0 1.305' 444 25:0 40,7, Q5,0 353 250, 31A 2 0 28.B CHART #4 WITH 1 112" SILL WHERE WATER INFILTRATION .RESISTANCE IS NOT REQUIRED SEE NOTE SHEET 1 Design prassure chaff (psQ__ S.O. Panei and Total •ratrp VA tr.0`) Frame 30:0 36.0 420 47A 1-"hl ln) 90.00 108,00 126.00 14100, Pos Neg Pos Nag Pos Nag Pas Nag B4a Ah8 47.8 41,7 41,.1 37 a 37 4: 4 5 54.5' 88.0 4.r2 452 393 393 357 S52' 24 1':,4 92.0 42,9 429 3L2 372 33,2 ITT -4 332 30,5 30,5 96.0 40, 40,7 1 35,3 35 jl-4 '1 28,45 1 28:6: CHART #5 Nanrtmr ofamchor focaifbns rcaulrM SaVa Pinrl and Total Fra+t'e V&h INFrame a 36.0 4i0. 47.7...... Fleighl 8010. YOda••- 12aa l43.0.: In) xas Jamb. xas Amb xaS Jsmb, HaS:. JamO 84,0 6-. 880. 6,. ti 7 9 6 6 9 6 92.0 .. 6 1 6 7 6 :. a. 6 : 9 e. 96,0 6. 1 13 7 8 8 6 9 6 IV WINDOWS AND DOORS LLC 'fk LcRoSrRo CARRC:I;iON TX 75005 SERIES 430/4.40 XIX S 'D `- * 0 6 b, i 43" x 96" REINFORCED WITHOUTOUT ADAPTER FLEVAT!ONS T OF Rk CS C1225r, ./iNAIiEX TS i:;/30/13 2 OIr 9 I 1-111;-u -A INTERIOR 4-; FRT EXTERIOR I Sl- 10 JAMB INSTALLATION DETAIL 2X 3:;r!, WOOD FRAMING OF? 2X BUCK INSTALLATION01, 41D 1 li VERTICAL CROSS SECTION WOOD FIlAMING**69'2X*BUCK INSTALLATION MI! AliNDOWS AND DOORS Ll-( l IR to 0101 W. CROSBY R;, CARROLLT01,', TX 75' 065 06N&* SES 43C / '4AO XiX SOD 0 6 NOTES: 143" 96 1REINFORCED W.ThOUT ADAPTER 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, FRAPE E)E.TA*:-:, A' OF NOT SHOWN FOR CLARITY 2.. PERIMETER AND JOINT SEALANT BY OTHERS TO BE -Z OR%D DESIGNED IN ACCORDANCE WITH ASTM E2112 A NAV n-F 9 I V VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: Y, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESICNED IN ACCORDANCE WITH ASTM E2112 q INTERIOR irii EXTERIOR V JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION M I WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROL.LTON, 7X 75006 430/440 XIX SGD 143" x 96" REINFORCED WITHOUT ADAPTER. GAME INSTALLATION DETAILS 08-02250 rlls D/301/ 1 3 A 0; 9 L A A S 6f INTERIOR F A, IN . . .............................. EXTERIOR INTERIOR o J VERTICAL CROSS SECTION iNNfjYgi,'LLA T16N RQ 1 LC WINDOWSANDD00' - i0ol W. Cr•osoy RD CARROLLION, TX 7,5006 SE RIES 4.30/4-40 XIX SG? 143" x 96 REINFORCED ADAPTER RAME. DETAiLs ITS.... 10/30/13fCnF S, 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 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WCO6'FRAMING 70R -2XBUCK IkSFTZTflON M.1 WINDOWS AND DOORS Lc W.CROSBY RD CARROLLIM,, TX 75c-cr) R tos sV\c; E N'p 'p r_ SERIES 430/440 XIX SGO 143" x 96 KINFORCE0 NIT IOU. ADAPTER FLANGE INSSTALLAMN 0KTAILS, TAT ZORV011 C-8-02250 OF mm VERTICAL CROSS SEC ' TION jiETAL ST456" INSTALLATION NOTES: 1, INTERIOR AND I.-.X 17ERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 Si ip,4. INTERIOR Id EXTERIOR JAMB INSTALLATION DETAIL AiE Af STRllCii1RE'RS7ALLATION M: WINDOWS AND D MRS LLC X\0410011, S lk to //, lool W.CROSBY RD CARROUION. TX 75006 0SERIES -1130/440 XIX SGD 143" x 96" REINFORCED WITI-OUT ADAPTER FLANGE iNSTALLATION DETAILS T Or 08-0225 AL Ill7NTS _[1,/30/13 9 vs; L — I f 1 e 1 fNTERfOR I ,,. a 1t t` 1 d i _ i € - s1';MUM, y EXTERIOR INTERIOR f E , EXTERIOR lls r JAMB INSTALLATION DETAIL f° 1, € CONCRETEiMASONRI'INSTALLATION s ,m - 1 NOTES: 1,. INTERIOR AND EXTERIOR FINISHES, BY 07"HERS, NOT SHOWN FOR CLARITY. r TO BE J' DESIGNED (N AGCO DANCE WITH ASTM E2112 VERTICAL CROSS SECTION z C,ONCRETEiMASONRYlNSTAI.LATION — • ••!' vl lP!ND0VVS AND DOORS Ll_C 001 W, C'ROSPY RD CARROL.iTON, TX ?`005 SERIES 3QjaaC XIX SOD REi'14FORCED WTHOUT ADAPTER FLANGE INSTALLATICiN [).TAILS DR-02250 F: G /. 9 OFF q INTERIOR e ..€ EXTERIOR HOOK STRIP INSTALLATION INTERIOR MASONRYlCONCRETE' k.... .. EXTERIOR HOOK STRIP INSTALLATION UMETALSTRCTURE JNTERIOR rm v NOTES: 1.: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PER/METER AND JOINT SEALANT BYOTHF.:RS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 e EXTERIOR` HOQK STRIP INSTALLATION FRAMING Ml Y INDOWS, AND ROODS LLC r i I l P i11J1 2K BUCK/WOOD R. to q.i CAR.RO 0!1, TX ,.;006 r,,.tCEt S..a+..% SERIES )0 .140 XIX G ATAT43" x 96 R NFCPCEII NITHOL; ADAPTER r 100KIN7ALa,ia.4 OF.TAILS la«,e 1O,J30f E9 OF 9., A llfllfit4V X L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: M1 Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 420 XIX Aluminum SGD 143" x 96" Reinforced without adapter Report No.: 512970A 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 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-02250 revision A, titled Series 420 XIX Aluminum SGD 143" x 96" Reinforced without adapter, 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: t35.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 AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 512970-1A, 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: 143" x 96" 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, 08-02250 revision A,. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 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 Luis R. Lomas, P.E: FL No.: 62514 12/13/2013 Florida Building Code Online Page 1 of 3 i w3t f t . 4Y?7f +v)Mt' -0MRA.GGM .iBFA piF.G tO.R GO U6Gt C8Tk Zubmit Surcharge i Stats Facts Publications Fac Staff BCIS Site Map Links Search J ni enfwel ' p > > 9.LKd, y iL Ail SI8f1 i!@iaii' FL # z'w3. Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated FL15225-R3 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultonts.com Vivian Wright rickw@ rwbldg consultants.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute Ryan J. King, P.E. y, Validation Checklist - Hardcopy Received Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Method 1 Option A 06/13/2015 06/28/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI1S1 S 123'C'GsC 1.c22S S MMt certs:ndr Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions other: See INST 15225.5-68 (6'8 Door Products), INST PI IS225 P3 II INST 15225 5-68 6df' 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 FL15225 93 15225.5.=21. Door Products Direct to Masonry) for installation F. 1522 5 ii I1 IN i.35?25,JIQMI ndf: instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "Y part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FL15225 R3 AE EVAL 15225.5-68.odf Benchmark Door Panels.) FL15225 R3:A€"EVAI_152255.80 Ddf FLIS225 FU3 AE gaL 15225-68M:ndf Created by Independent Third Party: Yes 15225.6 f. "Premium Series", "Construction 618 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Kt 1S»5 13 C CAC 15225.8 NAML setts odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12131/2021 Design Pressure: N/A Installation Instructions .. Other: See INST 15225.6- 68 (6'8 Door Products) and FI IS225 R3 II In, j5225:6-f's8.odf 15225.6-80 (8'0 Door Products) for installation instructions. a ISM AT n iN5? iS:b-BO.odf. Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports El 522S , AF FC! I FI 15225 R3' AE 1{ PL 15225.6-80,oilf Created by Independent Third Party: Yes FNR Contact Us ::: 19 O' Nodh NOMill SSrW TagMiFL 32 phone: E4147•111124 The state of Florida is an AAJEEO employer. ^vrioht 20Q7.10t3.S+atr orFlaida: r Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida taw, 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), FloridaStatutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emailsprovidedmaybeusedforofficialcommunicationwiththelicensee. However email addresses are public record. If you do not wish to supply a personal address, pleaseprovidetheDepartmentwithanemailaddresswhichcanbemadeavailabletothepublic. To determine If you are a licensee under Chapter 455, F.S., pleaseclickhere. Product Approval Accepts: am o® CreditSArFE h4s://www. floridabuilding.org/ pr/ pr_app_dtl.aspx?param=WGEVXQWtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-I14 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinwirrt., r^•_.r:[t..:it.... Yf.anwrnwy ;e.an r.anrti+a.t t v Thn Airtrrirtan Natirtnsil Standards Institute (ANSM NAMI's.Cer€ified Product.Ltstni at Inswing ww v nam4 cuu : Glazed Desi n.•.,.. g V Missile r~- T - - _ Test Report Number Configuration or or Maximum Pressure Impact Outswinz Opaque Size Pos/Neg Rated Comments X 1/S Opaque 3'0" x 6T4 67/-67 No ETC O1-741-10703.0/L-2097/TTF-253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F Sin le XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum Astra al Double XX O/S Opaque 6'0" x 6'8'' 40/-40 No ETC 01-741-10703.0lL-2097/TTF-254F Standard Aluminum Astragal Double XX I/S Opaque 690" x 68" 47%=47 No ETC-01-741-10703.0/L.-2097/TfF-253F Coastal Aluminum Astra al Double XX O/S Opaque 690" x 698" 47/-47 No ETC-01-741-10703 0/L 2097MF-254F Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 594" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Sin le w/Sidelites _ OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Sin le w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 618" 40/-40 No ETC-01-741-10593.0/L-2097n7F=253F Double w/Sidelites Glazed Sidelites Standard: Aluminum Astragal. . OXXO O/S Opaque Door 874" x 6W' 40/40 No ETC-01=741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO I/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/TTF-253F w/Sidelites.. Glazed Sidelites Coastal. Aluminum :Astra al Double OXXO O/S Opaque Door 8'4" x 6'8" 471-47 No ETC-01-741-10593.0/L-2097/TTF-254F Double Glazed Sidelites Coastal Aluminum Astragal w/Sidelites w.... [.:..s..., la. n.,lt7nvac -VA 731177 National Accreditation M Management institute, inc.i%77Y "WV1g ..".====s••• _* Tel: (804) (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: r NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinannnnrnrl:fo.l hy.Ths-AntP.i' an Natinnal Standards Institute (AN0.- NAMI's Certified PCoquet Lisn vy, at Inswing XV 111KCCCllMul Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outsting Opaque Size Pos/Neg Rated Comments X I/S Opaque . 3'0" x 6'8" 67/-67 No ETC-01-741-10702.07[;-2096/TTF252F Single X O/S Opaque 390" x 6W' 67/-67 No ETC-01-741-10702.0/L-2096/TTF251F Single XX 1/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 6'0" x 6'8" 40/-40 No ETC -01-741-10702.0/L-2096/TTF251F Standard Aluminum Astragal Double XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/TTF252F Coastal Aluminum Astra al Double XX O/S Opaque 690" x 6'8" 551-55 No IETC-01-741-11008 0/L-215=F25I F Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-215l/TTF252F Sin le w/Sidelites _... OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-OI-741-11008.0lL-2151/ I"I F251 F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151ITTF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 874" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151lI"I'F251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Opaque Door 8'4" x 6'8" 551-55 No ETC-01-741-11008.0/L-215IMF252F Double w/SidelResi Glazed. Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 551-55 No ETC-01-741-11008.0/L-215IMF251 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al National Accreditation & Management institute, incd4/74 ueorgc rrasuing on M'S• »Two Tel: (804) 684-5124/Fax: (804) 684-5122 :Z7NAMIAUTHORIZEDSIGNATURE: i MASONRY. MASONRY OPENING TYP. HEAD OPENING JAMBS 2X BUCK j 2x NG ri C1 4" 4" 4" I ` MULLION SHOWN FOR MASONRY TYP,• 11 REFERENCE OPENING HEAD it JAMBS 2X BUCKf1 I I It a! C.7 i l l o MASONRY OPENING 1. ffNOTES: iblLmimS.G.=0.55, 2X BUCK C EfEAt3CHORNOliS: ie pnWfbf Wcatiaru at the comers maybe adjusted to maintain the min. edq dktdsCe fo modal joints. 2 Carnstuaiidsorideatksns noted as "MAX. ON CENTr must be adjusted to majnfain4he min. etlpe'dkfance. fo,morfar Jolnlx add7Mmd.aorx:+efe'a chats may be requYed to ensurs the WAi CON CFNlfER di rseruion a'M no exceeded. 3. Concrete anchor table: ANGi{DR ANGNOIl. AuN.. AFIlk:C1>PARAftE'E 1 M%4EO.Nxi. MtN G tonol tcENr EAtBfDhIFTR= Oak ANrMDR ITW 114" 1.1/4" rTAONo 114* ul ..ON 4 TYP. HEAD ASTRAGALJAMBS SHOWN FOR REFERENCE It II i ll 11 ll I 1 `MULLION 1 i I SHOWN FOR IJ j1 REFERENCE HEAD I I i l JAMBS I II MULLIO SHOWNFORI i 6 I' I f P1 REFERENCE.. li It. SINGLE W/.IQF,L.ITE.S BUCK ANCHORING 4" 4" 4 4T, 14 I 4 MULLION N f! tlSHOWNFORMULLIONNNFOR TYP..11 REFERENCE b HEADREFERENCE I'{ JAMBS 2x tI BUCK i.i an t1 II ASTRAGAL s` i 11 o! IPll' SHOWN ,FOR 6 o I ! REFERENCE 1:1 1. 1 i l J H, BINCHORIg MASONRY DOUBLE W/QIDFIITFS a a BUCKANCHORINGBULKAt1H0.IjJtICt 22 OPENINGFL-15225.5-68 0 ro 2 ar 6 O r " C,. L T—r VIEW "C"-I 1 4.3_a3" t I SEE NOTE 341 SHEET 3 11 SEE OEIAIL "3" II ASTRAGAL-'1II MULLION SHOWN FOR IC SHOWN FOR REFERENCE REFERENCE ONLY is P 5 DOUBLE DOO_R_WIS,IDELITES 2 IN to2 2F4 7• PAIRS 3O 3" rfrrsrrrNr . t 6. MI A W/2x BUCK _ 0 5EE DETAIL WJ2X BUCK : a qj t INSTALLATION "" INSTALLATION 11 9 W/1 X SUCK p v z - W/iX BUCK z INSTALLATION w i - - _ ASTRAGAL INSTAUATlOtJ 4. y Li K n o N TYP. HEAD Ly n JAMBS N SHOWN' FOR .. HEAD' & o a C of REFERENCE. M "B }} Y 1. ONLY SEE DETAIL "4" F o r SEE cwi __ wQ+ a i4i . 16 DETAIL o \ A' VIE " "-" " D0 8 FL_ DOOR VIEW "A" --A. SHOWN W/ OPIIDNM. ChOwRRUr..TED FASTENERS, REAI 130 in'P. N.L. SIDEUTE TO DOOR MM9 CONNECTIONS) W/2X SUCK 2: INSTALLATION W/iX BUCK INSTALLATION t2 W/2X BUCK ..3 Item DESCRIPTION Material p 10 x 2-1 2 PFH' WOOD SCREW STEEL B. 4 00 C STEEL 10 X 1 PFH WOOD SCREW STEEL t 10 x 4: LG. OOD EW Hin a to FromeT"- 10 x '2 CG. PFH WOOD SCREW STEL 3 8 x 2=1 2 LG. PFH WO D CREW STEEL 4 1 4" x 2-3 4 PFH ELCO OR'ITW CONCRETE SCREW SILLL 1 4 x t-3.4. tTW P H ON RETE SCREW STEEL: 4 .fiW PFH CONCRETE SCREW STEEL5Tit. 3 16 x 3-1 4 I7W PFH CONCRETE SCREW L 12 7 4 x 3-1 4 (TW PFH CONCRETE SCREW STE L MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 73 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 16 7 4 X 2-1 4" PFH ITW CONCRETE SCREW STEEL 42 HEADER AM UGAR PINE SG >- 0.34 WO O2134THK. PRESSURE TRF1tTED SIDELITE PAD STEEL 301112" X 1 X 25 GA.. CORRUGATED FASTENER 171 W/1X BUCK OEjA l L INSTALLATION DETAIL " 3" B A STRIKE PLATE BOLT E TO FRAME AS SHOWN. t . DETAIL DWc, or. JK m cm. DRAWMD RO;. R N FL- 15225.5-68 INTE d 7 YERn L CROSS S ON agcon gB'oon 6 Insuring coohgurgtior INTERIOR EXTERIOR I S EXTERIOR INTERIOR H N j e: T3 21 T3 16 2 YE CAL CROSS SECTION 3 VE CAL CROSS SEC7I0N woouhvftt—fv oi(on 4 EXTERIOR INTERIOR. 6 YERCKAL CROSS SECTION 6 ovt. con iyvraf n FL- ui= 4.. 4. 4. 4j s 4w b>>b * jgIA . i. a-. a T MULLION II II i 1`I b J' i{ t I w{ZZLn, 4o m 40 MASONRY TYP. HEAD PNING0EJAMBS MASONRY OPENING UI I SHOWN FOR 1YP.: LI REFERENCE HEAD fl MASONRYI OPENING Typ, I I.. I'i HEAD 11 II N' t r tt 1 ! 1owl N .. z, J doJAA85: JAMBS i t I f r s i J E, 9 0. o Ci O nI. i I I 2X BUCK 1 1 0? j ISHOWNNFO! 2XBUCKaIIi' I II REFERENCE I c 4 bII it II II 2x BUCK II I I LI I i. i t a o o o z SINGLE W/SIDELITES co SINGLE DOOR ING BUCK W( IDELITE ANCHORING BUCK ANCHORING x BUCK ANCHO@ lJ 4 4a III,4- i p II MULLIOSHOWN NFOR MULLION I MASONRY OPENINGTYP HEAD 1t L TYP.. I I HEAD REFERENCE N SHOWN FOR I REFERENCE II JAMBS 11ASTRAGALJAMBSn I.I x to SHOWNFORREFERENCEli I1 0R 2X BUCK II': NOTES: 1, 21Cbuckmin. S.G.20,55. 11ASTRAGAL II I. b 0. 2X' II-_ Q SHOWN FOR I CONCRF_fEANCHORNOTES: I. Concreteanchor locations at the comers may be adjusted to maintain the min. edge distance fo mortcrjolnts. BUCK il. j I' II REFERENCE I 1 . I i a. n a n 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to G I I o maintain the min. edge distance to mortar)dnts, ocidtional concrefe anchors : in h U (I. m Z a e may be requiredtoensurethe "MAX. ON CENTEl7' dimension are Trot exceeded. e_ I I. vl a Concrete anchor table: 06 ANCHOR. ANC"6) t MrN MINX iO i1 11R1'' A1TN A'WACLURA To ACJffok LYRE• SjZF Fk18EdAA> NP 1)t ANL1[Ok' 1/4" 2" TAIRCONe UCO. 1/ 4" 11/+" 1" UU114C N SCAL: N.T. S. [ - fI awe. ar: JK m aa. er: Lf' S 3 DOUBLE W/SIDELITES FL-15225.5—H0 c rppUBl-F DUOKMASONRYBUCKANCHORING. ita& NC RINGOPENINGSHEET0 3" 7" 43 .i .3" 1 1 SEE DETAIL "3" F RAOAI.'-! 1SEE NOTE 3 1 SHEET 3 G 1 MULLION SHOWN FOR REFERENCE AST' SHOWN FOR REFERENCE 1. ONLY 1 1'. s II S ; 11! tl Ci uwj C E• VIFW "C"-"C" DOUBLE DOOR W/SIDELITES In h -A, win wp"i _ '" 1-. A+ U T j Y z 4) JO wN >tu K JSIJCK N cn ffyS W/2x BUCK T 1 W/ INSTALLATIONSEE DETAIL :INSW/1x BUCKINSTALLATIONTYP. HEAD..n Lj JAMBS 1.TYP. HEAD & d' p JAMBS ASTRAGAL-' 1 - o SHOWN FOR REFERENCE ONLY 1 i SEE 6 DETAIL. 0 16 ! 16 4" h. 1 _ ..1. _ 111 12 + 5` a VIEW 'E"-"E" DOUBLE DOOR _YLEK! "A "tA SHOWN W/ OPMNAL CORRUGATED FASTENERS. REM f3O (TV, ALL SIOEUfE TO DOOR JAMB CONNECTIONS) G Item DESCRIPTION Material A 10 x 2-1 2 PFH WOO SCREW r L STEEL. g 10 X i- F WOOD -'i(;KLYV L 10 X 1 PFH WOOD CREW SCREW STEEL10x- 3 4 LG. PFH WOOD Hine to rome 1 4 Y 4' x 2--3 4" PFH .EL OR ITW CONCRETE SCREW 17E L 5 1 4".x 1-3 4" ITW m-m CONCRETE SCREW STEEL 1. 4" x 3-.3 47'. 11 PFH CONCRETE SCREW U 8 X 3 PFH .SCREW. STEEL STEEL11316" x 3-1 4, ITW PFH CONCRETE SCREW 12 1.4 x 3-1.4 tTW PFH CONCRETE S NtW STEEL MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW CONFORMING TO ASTM C90 16 - BLOCK 1 4 X. 2-1 4 Pf H ITYV CONCRETE SCREW L 1 WOOD. 0 2 I WOOD 21 3.4' THK. PRESSURE TREATED SIDELITE PAD 30 1 .2" X 1" X 25 GA. CORRUGATED FASTENER STEEL.. 1. ii DETAIL "4" A DETAIL ATTACH ASTRAGAL THROW i.. .., STRIKE PLATE TO FRAM AS SHOWN. A i DETAIL "I" vq_q c . WS ... n o vi o U aver-2 21 I2 °z scoaE: N.T.S. 5 urG, Bri. . JK.... m cHK: er: LFS 3 ORAY7.hNG NO.: - RN FL- i 5225.5-8n a sNfer. 4 of 6 p t *. 4 , VECAL:CROSS SE60N : 6 kavdng confiptKcfiotl. EXTERIOR INTERIOR S-VERTICAL CROSSS $ECTION: Cw ennrl tn . n im. II I \\ F{ ONm INTERIOR EXTERIOR. ','l't tr* ?t «` N m Z x ZO 9or. . n1 mda 20; od: z 2.1 12 3 O 7 :a O N J _U8 3 YERt1CACGROSS.SECTION a ZmZn ROD N'p6RmK EXTERIOR,,/,S,n-. INTERIOR All, m o~ N p cus N.LS... wm. Br: JK m NK, BY: LFS 3K pRUnNC MO::: h FL-15225.5-BO u n INTERIOR INTERIOR EXTERIOR 3 iIOR[iON7AL C t7 S O OyuJt6rrttyXfsgunliot INTERIOR e EXTERIOR ffpjAONfAL CUOSS SCEttON.. 2 . Ouhwwng con&,3u dOh 9n6 I O = 0 E 90 and VV fi_ I I I Mo. o 2 O mm. 2 21 12 :. OR iG1L H.T.S. JK _ m U' S; N+ AMNC N°d K FL- 15225-68M e O SHOWN FOR REFERENCE 6" JAMB VIEW "C%T" SINGLE DOOR W/SIDELITES a, 9 SEE1.11 DETAILo I N SEE DETAIL " 4" VIEW " E"-"E" VIEW "D"-"D" EAU ORHOiE5: 1 Concrote anchor taooUora qt the comers maybe adiusted to maintain the min. edge dhitanM to _,riaijoinh. 2. Canrrefg anchorJocoftons noted as "MAX. ON CENTER" musi be adjusted to maintain the min. edge distance to mortar jolnh, oddUional concrete anchors may be required to ensure the MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANGttOlt M . ; tGEARAtV6E fYlAtA;OyRY ANN.; _ . ti JDAt)lAGENI 1YP1= SIZE EM ANCNCR s JCW 1/4" 1-1/4" 4" 3N: 1/ 4" U1IRACON nw a 3/16" 1.1/4" AS SHOWN AS SHOWN 1 P ON. - SIDELITE NOTES: 1. the iceiite Is direct set into the jamb with (12) #8 x 2 pth. wood screws. There are (4) at each verticai jamb, from the top down at 13.5, 31", 48X d 66". There are (2) at the header at 4" from the outside comers of the home. There are (2) at the sill, 4" from the outside comers. 3"(1 1r r I i D 11-1 "HEAD N s T( P. 0 HEAD F 4A/ 1CHEAD w o ULLI MON SHOWNFOR REFERENCE Q M 16- 9/16"JAMB TYP. @ JAMBS 4A/16" JAMB TYP. ® JAMBS T. 4t%1C JAMB o SEE o DETAIL "I" • n 1 SINGLE DOOR W/SIDELRE VIEW "B"-"B" SINGLE DOOR VIEW "A' -"A" H 26 H 24: 17 DETAIL "1" DETAIL Y OT1 df 27 H C7 27 . DETAIL " 4" H an ar 24 ; DETAIL " S" DETAIL "3° Security m r ti Tn2 m k. soma Emo m CLINdmLwae° o= CO '( fed V Q o I cn > U i FT 15225- 68M I.2- R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 yalrieo, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate orAulliorizalion No. 9813 Product Sub Category Manufacturer Product Name Category..., Therma Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 61 Single & Double Opaque or Glazed Panels wl & w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing / Outswing Assemblies Phone 419.298.1.740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012_ All other fastener types to be installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specked by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements. of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225:5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: i. Test Report No. Test Standard ETC-01441-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02I TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / El996-02 2. Drawina No. Prepared by No. FLA 5225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc..(CA #9813) Sheet 1 of 1 Testlnu Laboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Staled &Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed bv: Lyndon F. Schmidt, P.E. tilt t ift, t, Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Valrico, FL 33595 Phone 813.659,9197 . Florida Board of Professional Engineers Certificale of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation 6'8 Single & Double Opaque or Glazed Exterior Swinging I IS Industrial Dr Doors w/ & wio Sidelites Doors Exterior Door Edgerton. OH 43517 Outswing Assemblies Phone 419.298.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants. Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchofing has been dsveloped.In compliance with the 5th Edition (2dt4) Florida Building Cade:{FBG):structural requirements excluding the "li[gh Velocity Hurricane Zone": See the.Cerfdicadon Agency Certificate for sizes, specifications and design' pressure ratings. 2. Product anchott shall be as listed. and spaced as.stipwn:.on details. Anchor embedment to bast; material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225-68M. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-68M shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. 1. Test Report No. Teat Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201.202, 203-94 2. Drawing No. No. FL-15225-68M Prepared by RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Si ned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Slaved & 3e9ed by Lyndon F. Schmidt, P.E. Slciied & Sea_led by Lyndon F: Schmidt, P.E. ft fi` 1P:{ tr jrx c 1 Lyndon F. Schmidt, P.E. FL PE No. 43409 2162015 DESCRIPTION AS FURNISHED: Lot 301, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Jyothi Swaroop Sadhu and Sai Lalitha; Inspired Title Services, LLC; First American Title Insurance Company; Taylor Morriso Home Funding —Brandon Cobb LOT 294 0) I I N 00010' 44" W REC. 1/2" I.R.' 40, 00 REC. 1/2" I.R. NO I.D. NO I.D. 0, LANE 19. 80" LOT 301 19.80, I I 'x7.0' 8 ACPAD5. 00' 15. 7' 1 COV'D. 1 171; CONC, 5. 00' 14. 3' 8" RECESS FOR POCKET SLIDER M h f TWO STORY RESIDENCE F. F. =24, 93' O O LOT 302 0) n o 0` LOT 300 o 0v i 0) 0) r. oo 00 5, 00, , o COV'D. of BRICK REC. NAIL IN WALK _ O Q PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS v\- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A # PROPOSED F.F. PER PLANS = 24.8' + PROPOSED GRADE PER CONSTRUCTION PLAN ++ 0 of 21. 3' 5. 00' 16' BRICK I DR. 1 25. 20' 25.20' O ' 10' UTIL. ESMT. 0.1' 0 O o 89. 58, l- — — — — 0 5' CONC. WALK REC, NAIL (PC) IN WALK B. B.),S' 0001 0' 44" E ON LOT AREA CALCULATIONS: LOT = 4,800 50.FT. 40. 00 LIVING = 1,467 SQ.FT. GARAGE = ENTRY = LANAI = 455 71 139 so. rT. SQ. FT. SQ. FT. G G BREEZEWAY = N/A SQ. Fi. DRIVEWAY = 403 SQ. FT. RED ROSE LANE A/C PAD = 18 SaFT. 50' RIW) TRACT I MPERVIOUS 54.6 sQ ter. UTILITY & ACCESS R/W 2,623 SO.FT, SOD = 2,177 SQ. FT. OFF LOT AREA. CALCULATIONS R/ W = 440 SO. FI. APRON = 110 SQ.FT. BUILDING SETBACKS: SIDEWALK = 200 SQ.FT. FRONT = 25' SOD = 130 SOFT. REAR = 15' 15' TOTAL AREAS: SIDE = PROPOSED INFORMATION SHOWN AREA = 5,240 SQ.FT, CORNER 10' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT. SIDE = AND/ OR INSTRUCTIONS PER SIDEWALK = 270 SO. Fr. CLIENT(NOT FIELD VERIFIED) SOD = 2,307 SQ.FT. CR USE, IVff 'YL'R-,SCOTT & ASSOC, INC. - LAND ,S'UR FEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT P.OL. POINT ON LINE NOTES: F IP. FIELDIRON PIPETYP. PRZ. TYPICALPONT[OFREVERSECURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.R. IRON ROD P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MARPERS IN GRAPIER SJ-17 FLORIDA ADMIN/STRATNE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C.M. CONCRETE MONUMENT RAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEA., THIS SURVEY MAP OR COPIES ARE NOT VAUD. SET I. R. 1/2' I.R. w/ALB 4596 MR. NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. P, O,H. RECOVERED pDINT OF BEGINNING VP. CALC. WITNESSPOINT CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P,O. C. POINT BF COMMENCEMENT PRJA PER ANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. .. Q CENTERLINE FF. FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THF--SOIE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N&D NAIL A DISK BSL 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 BN. BENCHMARK 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT. DRAIN, EASEMENTDRAINAGE B.H. BASE BEARING 8. ELEVATIONS, IF SHOWN, ARE WED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9. CERTIFICATE OF AUTHORIZATION No. 4596. CLFL. CHAIN LINK FENCE WD.FC. C/BWOODFENCE CONCRETE BLOCK SCALE F-- 1 20 DRAWN BY: C. POINT OF CURVATURE P.T. POINT OF TANGENCY CERTIFIED BY. DATE ORDER No. DESC. DESCRIPTION RADIUS ARC PLOT2115-17 PLAN DLDELTAENGTH REVISED PLOT PLAN105-31-17 C,H. CHioRD FORMBOARD FOUNDATION/ELEVS, 08-21-17 3504-17 HEARING NORTH FINAL/ ELEVS. 01-15-18 5900-17 THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN -- ---- -- - — -'- -- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' TO CRUS EVER, R.L.S. X 4714 ZONE "X" MAP / 12117C 0055 F. JAMES W. SCOTT, R.LS 1 4801 Revision r Response to Comments Permit # / 7—/`7 . Project Address: _ Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building City of Sanford t Building & Fire Prevention DivisionOCTJ ` ' Ph: 407-688.5150 Fax: 407.688.5152 Email: building@sanfordfl.govi3 g&' Submittal Date ee Fax: 10/25/ 17 3n1 General description of revision: PRODUCT APPROVALS :REVISED ROUTING INFORMATION Approvals It—n-(' RECORD COPY Speeclalty Structural Englnpertng 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 VNG SPNFORO FPAR 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: Material: Support: MMI-2" Off Ridge Vent Steel 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 S— Ekawnk Seal /m 5.amnkSubmhul B{JC No 31242 ur= STATE OF RI '•.F(OOA.•' 1Z C7 S/0 N A1 tlllill lf/ Ngaady Sigurd by: lames i_ Buckner, P.E. 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 CEBUCKEngineering Page Report No.: 25-1 MM2-St0RV-ER_14 Specialty 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 allowoble-stress design (ASD) with a margin of safety of2to1. ram, e _ i . ;; . q:_ FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 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: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: 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 Engineerin Page Report No•: 45of 7 MM2 StORV ER_14 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 1 n OF ri t FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 5 of 7 Sppclalty Structural Engine2erinq CBUCK, Inc. Certificate of Authorization #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.) 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 0CK Engineer Ig RRaege rt No.: 165o1. F04-MM2-StORV-ER_14 Speclalty Structural Engineerinq CBUCK, Inc. Certificate of Authorization #8054 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Midge Vent Attached to Wood Deck Profile Drawings Mrk-39 1 /8"I 18-1 /4" I 3" 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 Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CRUICKEngineering Page Report No.: 1 of - MM2-StORV-ER_14 1\ 7 Sppclalty Structural EnglnPprinq CBUCK, Inc. Certificate of Authorization #J8064 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 Base FlangeOR 10 min. VAbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e 6 Ft. et girs` Se ° 8 Ft. o\e 10 Ft. ° a 0 e. f • 24",- Typical Ridge Vent Assembly Isometric View (Not To Scale) S.4FORDF Building & Fire Prevention Division RESIDENTL4L FENCE PERMIT APPLICATION FIRE DEPARTMENT Application No: g Documented Construction Value: S % C)b Job,Address: 44-77 r R.t4 . Historic District: Yes No Parcel ID: 2. / 1( 3 a J- )t)D V O0 3 0/ 0 Plan Review Contact Person: &A J Title: . Phone:7WG Fax: Email: Residential Fence Information Type of Fence: Wood Metal PVCNinyl lo Iron Fence Height: (n Feet Additional Information: Gates: - Other Total Linear Feet: VO Fences with a height of over 6 feet wilt require signed & sealed structural engineering** Property Owner Information Name 'V- or r ,• Phone: Street: ;2&Gb Resident of property? City, State Zip: r- L Fence Contractor Information Name9 i •CLv t Fe4 z, Street: 2lrr. City, State Zip: , j bi, E—L- 3 -j ^757 Phone: Fax: Please Note: The Building Department does not perform site inspections on Residential Fence permits A signed and notarized Fence Affidavit is required to be submitted along with this permit application. Please see the attached Fence Permit Submittal Guidelines k WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Effective: August 1, 2017 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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. 1. Si tureoffOwner/Agent Date Signature of Contrac r/ gent Date if aoa'a 1a 1t,•,., . , ign ture of otary-S at oTTlorida I batcF 15 r fi `igt r y ° #FF 229021 ors i, °°;Lola 8 dedtO Owner/Agent is Personally Known to br°: ?fir un;`vo Produced ID Type of ID ;a,+8 C `T( 4 "® Pr( BELOW IS FOR OFFICE USE ONLY y Known to Me or Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING -A,/( 2?i I5 UTILITIES: COMMENTS: ENGINEERING: FIRE: Ok to install approx. 40 linear feet of 6 foot high tan PVC privacy fence as shown on plan. Fence shall be constructed with finished side facing outward. Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application SAj FO D FIRE DEPARTMENT Building & Fire Prevention Division RESIDENTIAL FENCE AFFIDAVIT _ 6 FEET OR LESS IN HEIGHT) PERMIT: J / ADDRESS: HEREBY AFFIRM THAT ALL OF THE FOREGOING INFORMATION 1ST E AND ACCURATE. THE FENCE WILL BE INSTALLED IN THE APPROVED LOCATION AS SHOWN ON THE APPROVED SITE PLAN. THE FENCE WILL BE NO HIGHER THAN 6 FEET, MEASURED FROM GRADE. THE FINISHED SIDE OF THE FENCE IS REQUIRED TO FACE OUT. IT IS THE HOMEOWNER'S RESPONSIBILITY TO VERIFY THE FENCE IS PLACED WITHIN THE PROPERTY LINES AND ANY DISPUTES BETWEEN ADJACENT HOMEOWNERS WILL BE A CIVIL MATTER. I UNDERSTAND THAT FAILURE TO PROPERLY FOLLOW THESE GUIDELINESANDADHERETOALLCITYCODES (SANFORD LAND DEVELOPMENT REGULATIONS, SCHEDULE F) COULD RESULT IN THE FENCE HAVING TO BE REPLACED, RELOCATED OR REMOVED AT THE OWNER'S EXPENSE. tvj FENCE CONTRACTOR BY SIGNING THIS AFFIDAVIT, YOU ARE ACKNOWLEDGING YOU HAVE MADE THE HOMEOWNER AWARE OF THE FENCE AFFIDAVIT STIPULATIONS AS STATED ONTTHIS DOCUMENT. COMPANY / CONTRACTOR: I PJ Ic C Zvi CONTRACTOR SIGNATURE: .I ` ' u DATE: I HOMEOWNER (OWNER/BUILDER) OWNER/BUILDERNAME:; OWNER /;BUILDER SIGNATURE: DATE: 2 . PLEASE NOTE" "" THE BUILDING DEPARTMENT WILL NOT CONDUCT ANY INSPECTIONS ON RESIDENTIAL FENCES. THIS AFFIDAVIT MUST BE PROVIDED SIGNED AND NOTARIZED2 AT THE TIME OF PERMIT SUBMITTAL ANV WILL SUFFICE AS THE FINAL INSPECTION APPROVAL FOR THE FENCE. ATE OF FLORIDA COUNTY OF 74 N Sworn to and Subscribed before me this, _ day of ! V Li ,It4o,, &e 24 a by: Who is personally Known to me or has C Produced (type of ide ification) as identification. e, _ o PATRICIA L. BARTELS, Signature of Notary Public x Notary Public, State of Florida Sta of Florida . : Commission# GG 148852 My comm. expires Nov. 15, 2021 Print/Type/Stamp Name of Notary Public Effective: August I, 2017 i DES,CRIP.TION AS FURNISHED: Lot 301, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 7C1- thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 294 I I N 00010' 44" W 40.00' LOT 301 19.80, 19.80, Z0N1N)-&--W'D- -1 - A'T' 4 Ale-) Ok to install approx. 40 linear feet of 6 foot high tan PVC privacy fence as shown on plan. Fence shall be constructed with finished side facing outward. 5.14' 3.0'x3.0' 5.14' AC 5.00' 15 7' 5.00' i COVERED of PAT10 5.00' 14.3' M C4 PROPOSED RESIDENCE W MODEL: DARLINGTON—B 2 CAR GARAGE RIGHT O 0 O O O LOT 302 0) (0) LOT 300 Lri o b O\1 00 CO 5.00' 5.0' i/] 0 of ENTRY 5.00' 8.7 0 a. WALK 21.3 5.00' 16' DRIVE 25.20 25.20' 10' UTIL. ESMT. k i. rt`L0 89.58' 5' CONC. WALK — — (PC) 3, i FLARES I ON LOT AREA CALCULATIONS: LOT = 4,800 SQ.FT. CURB LIVING = 1,467 SOFT 8.8') S 00010' 44 E GARAGE = 455 SQ.FT. DRAINAGE INLET PER CIVIL PLAN 40.00' LANAI = 139 SO.F-n BREEZEWAY= N/A SQ.FT. DRIVEWAY = 403 SQ.FT. RED ROSE LANE A/C PAD = 18 SQ.FT. G i 50 R/W) TRACT I WALKWAY = 70 IMPERVIOUS= 54.6 SQ.Fr. 7. yo SQ.FT. f OQ UTILITY & ACCESS R/W 2,623 S OD = 2177 SO.FT. Q OFF L OT AREA CALCULA IONS: R/W = 440 SOFT. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SOFT. PER DRAWAGE PLANS BUILDING SETBACKS: 'PLOT PLAN ONLY* SIDEWALK = 200 SQ.FT. PROPOSED DRAINAGE FLOW FRONT = 25' (NOT A SURVEY) SOD = 130 SOFT TOTAL AREAS: LOT GRADING TYPE A REAR = 15' PROPOSED INFORMATION SHOWN SIDE = 5.0' AREA = 5,240 SQ.FT PROPOSED F.F. PER PLANS = 24.8' /} BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT• PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD = 2,307 SQ.FT. CRUS VHEYETR-SCOTT & ASSOC, INC. - LAND SURVEYORS LEGCHO - I LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436PPLAT F • FIELD TYP. • TYPICALPOINTON LINE NOTES: iP. NO PIPE PR.C. • POINT OF REVERSE CURVATURE R !REIN ROD P.CC. POINT OF COHPt"D CURVATURC 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.H.ECONCRETE RAO • RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5.1-17 FLORIDA ADMINIS7RtTNE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY LNP OR COPIES ARE NOT VALID. OIJXEHT SET LA. • REC IR •/LIEN AD% NR. • III -RADIAL REC.. RECOVERED V.P. • POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.H. . POINT OF COME THG CALL • CALCULATED CALCULVITNESATED P.O.C. POINT OF WIaCNCO+EHT PRJL pERNANEHT REIE'RQICC Hl?X.I/CNT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE DUN LOCATEDUNLESS OTHERWISE SHOWN. f CENTERLINE F.F. v FIHISHCD FLOOR ELEVATION S. THIS SURVEY IS PREPARED FOR THE SOLE SENEFTT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY 07NER ENW.. NLD s HAIL L DISKHST. • WILDING SMACK LINE R/V RIGHTEASEN OF-VAY B.Ka& • HARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROmIENIS HEREON SHOULD NOT BE USED 70 RECONSTRUCT BOUNDARY ONES WDENC DEARESNT. • NT && •BASE HEMUIG 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BEARING B.B.) i DRAINAGEDRAIN. ORMNAGE B ELEVATKN75, IF SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE N0770). UTIL • UTILITY CLFC •OWN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. VOFC • VOOD FENCE C/H CONCRETEOF BLOCKP.C. POINT CURVATURE SCALE a 1' 20' DRAWN 8Y: P.T. • P01NT OF TANGENCY DESC. DESCRIPTION F-)REVISED CERTIFIED BY: DATE ORDER No. RADIUS D - DCLTA PLOT PLAN 05-26-77 2115-17 PLOT PLAN 05-37-17 C • CHORD CAL CHORD BEARING NORTH I THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' TOM X. GRUSENMEYER, R.L.S. 6 4714 ZONE; X. MAP 1 12117E 0055 F. JAMES W. SCOT1: R.L.S 1 4801 CITY OF SANFORD r BUILDING & FIRE PREVENTION PERMIT, APPLICATION Hq5oApplicationNo: Documented Construction Value: $ Job Address: _1=1Cj L — (BJ Historic District: Yes Nog Parcel ID: ResideutiaQ Commercial Type of Work: Newt Addition E] Alteration Repair Demo Change of Use 0 Move Description of W Plan Review Contact.Person: Title: Phone: ` t0-1-5OOU EmaiL• k U,kv,Cs7r,-\ Property Owner Information Name r .. Phone: o Street: l ,, _ Resident ' f jropet-ty? • City, State Zip:I 1,(!1' Contra° c 6 Information Name - - Phone: `- 0 ej - 3 OCR Street: t5 D rSc.y n _ Fax: o- City, State Zip:'n'tzrC. -% State License No.: 9' Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that maybe found in the public records of this county, and (here may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of'a plan.reView fee At`the .time of permitsubmittal. 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 rat work will be done in compliance with all applicable laws regulating construction and zo g. Signature of Owner/Agent Date Sig l ofCont—tor/Agent bate Print Owner/Agent's Name eJ1 —" sSe) P t Contractor/A rocs Name 6A?A1 V-0ki J"o o lY7Signature.of Notary -State of Florida Dale Signature of No ry- Wtco' f Florida Da CHERYL D AKERS MY COMMISSION* FF998962 EXPIRES June 05, 2020 caner Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID . Produced ID Type of ID BELOW IS .FOR OFFICE USE ONLY Permits Required: Building ElectrIcal Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. 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City, State Zip: Contractor Information Name f an Phone: , Street: +.J Faaz(T j CJ City, State Zip: ` t , :75 / State License No.: Fn 3 37 Architect/Engineer Information Name Phone: Street: City, St, Zip: Bonding Company: Address: Fax E-mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CO-ININIENCENIENT MAY RESULT IN POUR PAYING TWICE FOR IMPROVEMENTTS TO YOUR PROPERTY. A NOTICE OF CO>tDIENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINTANTCING, CONSULT WITH YOUR LENDER OR ANT 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 1.05.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code. Revised: June, '3D.2015 Permit Application NOTICE: In "addition to the requirements of this pennit, there may be additional restrictions applicable to this property that maybe found in the public;records of this cotuity, 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 m;ner of the.property of.the requirements, of Florida Lien.Law,, FS 713 The City'of Sanford requires payment: -of a plan rdvimi 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 val ie: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 execuied.contract .exceed the actual construction value,. credit will be applied to yourpeniiit fees when the permit is issued. OWINER',S,AFFIDAVIT: I certify that all of the foregoing information is accurate and that all wvork will be done' in compliance i-rith all applicable laws regulating construction; and zoning: Signature ofOknerlAgent Date Signature of Contractor/A "" t Date Print Owner/Agent's Name SignaturgafNotary-State of;Florida Date Date OWher/Agent-is Personally Known to Me or Contractor . gen, .is to Rye, or Produced ID Type, of ID Produced ID Type of'rD BELOW IS FOR OFFICE USE ONTLY Permits'Required: Building Electrical, ?.Mechanical Plumbing Gas[] Roof 0 Construction Type: Occupancy Use: Flood Zone: Total S.q Ft of Bldg: Nlin. Occupancy Load: # of Stories: New; Construction: Electric - # of Amps; Plumbing - # of Fixtures Fire<Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No Q APPROVALS: ZOI\ING: UTILITIES, WASTE, WATER:. ENGINEERINTG: FIRE: BUILDING: C61121t11ENTS: Revised: June 30 201.5, Permit Application' U3 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S ooa Job Address: /)ezSG:i 1 i Historic District: Yes No,K Parcel ID: Type of Work: New 9 Addition Alteration Repair Description of Work: Plan Review Contact Person: Phone: Fax: Residential Commercial Demo Change of Use El Move 0- Email: Property Owner Information Title: Named ctl r r i Phone: 40 Qo A - da - Street: c(2;C50 e u © Resident of property? : c City, State Zip: Moro IQ x•1 Contractor Information., Name Phone: Ycri Street: a 153 `2-*-ti; r -' c" Fax: y(Z City; State Zip:- 0f`I_Mab .3--a'09 State License:No.: FC-0z)C0 -- Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: VARNINGTO OWNER: FOUR FAIT URE T©. RECORD, A NOTICE QE CO"My NCEMENT MAY RESULT IN YOUR PAYING` TWICE FOR IMPROVEMENTS AEMENTSTOYOURPROPERTY. NOTICE OF COMMENCI+;IVIEIY T 1vIIJST BE RECORDEII AND POSTED ON T'ItE JOR SIYE-BEFORE THE FIRST INSPECTION. IF YOU INTEND TO' OBTAINFINANCING, 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 hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code there may be additional restrictions applicable to this property that may beNOTICE: In addition to the requirements of this permit, public records of this county, and there may be additional permth itsrequiredfromother governmental entities such as wa e found in the r p management districts, state agencies, or federal agencies. or of the property of the requirements of Florida Lien Law, FS 713. AcceptanceofpermitisverifcationthatIwillnotifytheownent of a plan review fee at the time of permit submittal. A copy °of the job at he timethe executed aofct ts submittal. TheCity of Sanford requires paym P in order to calculate a planrview charge an will be figured based'on the d will be tcurrent ICCred the #ValuationTableineffectatthetimethepermitisissued, in The actual. construction value d chargesfiguredoff the executed contract exceed the actual construction value' accordance with localordinance_ Should calculate credit will beappliedtoyourpermitfeeswhenthepermitisissued. OWNERS AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done incompliancewithallapplicablelawsregulating.construction and zoning. Signature of Contractor/ Agent Date Date SignatureofOwner/Agent Fj iT 1. 11.U7, Prfat ntteetor/Agent' Na e Print Own;r/ Agent's Name Si atureoft o - S ateo Florida Datc 8ignaturaofNotary-State'ofFlorida uss deroNtluw N46aa4tpap 9 i o' r •.., KARENNUGHfS v Al o ie sandK wwo ,( r, ,o; Notary IZOZ'9Z W w -' Commission AGG069888 2996909DA05s! wwo 5®• MyComm.ExpiresMar 26.2021 epuoliloalelS-o!1odSietoN Bonded through National NolBryAssn SIH9nHN3tiNN dAte' antr c r s • s710to Me -or Dwner/Agent is Personally Known to Me or Producers ID Type of ID —r-- Produced ID _= _— Type; of ID BELOW IS FOR OFFICE USE, ONLY Electrical Mechanical Plumbing[]Gas Roof[] Permits Required: $uildirig Flood. Zone: Occupancy Use: Construction Type: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories:------. Pl>.tmbing - # of Fixtures New Cdnstruction: Electric - # of mps- Fire Alarm Permit: Yes[] N 0 Mire Sprinkler Fermit:. Yes Na-Q ---- U'L FLI'I' IES: APPROVALS: ZONING: ENGINEERING, FIRE. WASTE WATER: BUILDING: COMMNTS : SUBDIVISION: TNoW 6P00KE LOT #: ( CITY OF SANFORD a' BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S (gpa.00 1:7 IX7 get s Job Address: '} REID ROSE C-ANf- Historic District: Yes No Parcel ID: TH(PN13ROoKE-41301 *— 1-7- FlXTLWES - Residential Rr Commercial Type of Work: New 9 Addition Alteration Repair Demo Change of Line NMve Description of Work, NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: r Phone: Fax: Email: Property Owner Information Name )f`i 11R M1D.1 SON Phone: Street: Resident of property? P City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name Street. City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: NN!ARNI,NG TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COM'NIENCE 4tENT 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. IFYOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CONINIENCEMENT. 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. Fl3C 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'e Edition (2014.fflori i3uilding Codc Revised: June 30.201Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713, The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construe an and zon' 9. old %7 Signature of Owier/Agent Date Signature ol'Cont a tor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Print Contractor/Agent's Name CJ OT EXPIRES Signature of Notary -State of F lorida Date = GEORGi JUNE 8, 2020 L Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced 1D Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[—] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30.2015 Permit Application