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493 Red Rose Ln 17-2365; NEW HOME
COUNTY OF SEMINOLE 1r O, aIMPACTFEESTATEMENT 0 10 STATEMENT NUMBER: 17100006 DATE: September 05, 2017BUILDINGAPPLICATION #: 17-10000637 BUILDING PERMIT NUMBER: 17-10000637 l T UNIT ADDRESS: RED ROSE IN 493 21-19-30-510-0000-3050 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 MAITLAND FL 32751 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 493 RED ROSE IN / LOT 305 SFR DETACHED THORNBROOKE PH 4 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE 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 Housing SCHOOLS 54.00 1.000 dwl unit 54.00 CO -WIDE ORD Single Family 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 (jNato JA(-juERRECEIVEDBY: ato SIGNATURE: Jy` PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** 1 DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** toPERSONSAREADVISEDTHATTHISISASTATEMENTOFFEESDUEUNDERTHE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. DESCRIPTION AS FURNISHED: Lot 305, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 306 LOT 290 I I I N 00010' 44" W I 40.00' ti LOT 305 34.80' 34.80 5.00' 30.0' W o 0 FORMBOARD FOUNDATION o TOP OF FORMS - 23.92' O 00 O O 5.DO' S.0' LS` 21.3' 25.20' 25.20' 10' UTIL. ESMT. B.B.) S 00010' 44" E 40.00' 6 G RED ROSE LANE 50' RIW) TRACT I UTILITY & ACCESS R/W 5.00' LOT 304 L 5.00' 7 249.58' 0) 1.07 = 4,800 SQ.FT. 0 LIVING = 7,157 SQ.FT. 1,4 tiG G GARAGE = 451 ENTRY = 74 SO. FT. SQ.FT. RFAR PATIO= 27 SO. FT. BREEZEWAY = N/A SQ. F"T. DRIVEWAY = 403 SQ.FT. A/C PAD - 9 SO. FT. WALKWAY - 67 So. FT. IMPERVIOUS- 45.6 9 2.188 SQ. F"T. SOD •- 2 61? SO. FT. 2..12-AREA CALF RIW - 440 SO. FT. PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 SQ.F7'. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SQ.FT. V`- = PROPOSED DRAINAGE FLOW FRONT = 25' SOD 130 SQ.FT. LOT GRADING TYPE A REAR 15' MALA a PROPOSED F.F. PER PLANS = 23.9' SIDE = 5.0' PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN AREA 5,240 SQ.FT. SIDE CORNER = 10' DRIVEWAY = 513 SO. FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUCTIONS PER SIDEWALK = 267 SQ.FT. CLIENT NOT FIELD VERIFIED SOD = 2,742 SQ.F'r. CRUSEjYWYE7R-SCOTT ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - P PLAT PAL. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 FI.P. IR FIELD TYP. • TYPICAL IRON PIPE PR.C. POINT OF REVERSE CURVATURE IRON ROD P.C,C NOBS: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MLATH EETS THESTANRDSOFPRACTICESErFORBYTHEFLORIDA BOARD OF C14 POINT OF COMPOUND CURVATURE CONCRETE F47lUl459ENT • RADIAL PROFESSUfM SURVEYORS AND MAPPERS IN CHAPTER Sl-17 FLORIDA ADMINISTR4TIVE CODE PURSUANT TO SECTION 47I.OZ7, FLORI14 STATUES SET LR. IR. MA 45% NR • NON -RADIAL 2. UNLESS EW9055ED WITH SURVEYOR'S SIWTVRE AND ORIOR44L RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. RECOVERED • RECOVERED POINT D 7. THISSURVEY WAS PREPARED FROM IITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE ANY BE OTHER RESTRICTIONS P.G. P. O.H. POINT OF CAL CALL • CALCULATED ORTHAT AFFECT ARTS PROPM4VE P.O.C. COMMENCEMENT POINT OF COMMENCEMENTPRAL •PERMANENT REFERENCE MONUMENT PERMANENT UNDERGROUND I4. NO UNDERGROUNDIMPROVEMLNISHAYEBEENLOCATED UNLESS OTHERWISE SHOWN. BEEN E RICENTERLINE FF. • FINISHED FLOOR ELEVATION NAIL L DISK BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENTITY. DR RIGHT-OF- VAYBR. BASE 6. DIMENSIONS SHOWN FOR THE LOC477ON OF IMPROVFMEN7S HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UNE4. ESH ESMT. BEARMARK EASEMENTHd BASEBEARING7, BEARINGS, ARE B4.SED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (Bit) DRAIN. DRAINAGE B. ELEVATION$ IF SHOWN, ARE EASED ON NATIONAL GEOOE77C DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL. CLFC. UTILITY CHAINLINK FENCE9. COMFIC47E OF AURIORIZATION No. 4596. VD.FC C/ B P. C. V130DFENCECONCRETE BLOCK POINT OF CURVATURE SCALE T• a 20-1 DRAWN BY ••r PIT. DESC. PNT OFTANGENCY DEOISCRIPTION 9 CERTIFIED BY.' DATE ORDER No. R RADIUS L ARC LENGTH PLOT PLAN 06-19-17 2490-17 D C DELTA CHmm FORbBOARDFDUNUATION/ELEI/S. 10-03-17 4206-17 CB CHORD HEARING NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN ---- ^ THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER •FIRM• TOM X. GRUSENMEYER, R.L.S. / 4714 ZONE -XI MAP ,/ 12117C 0055 F. JAMES W SCOTT, R.LS 1 4801 I IIIIII IIIII IIIII [fill IIIII hill tII1 [III Parcel ID Number ,21- 19-30- 10-0000- 3050 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 NALOYr SENINOLE COUNTY CL.f IM1% OF CIRCUIT COURT t. COMPTROLLER BK 3965 Ps 1517 (11"3s) CLERK'S r 2017678700 I:ECORI7ED 08/43/2017 U3.22e 15 P11 RI C:i"flo"I)ING FEES ItIO. 10 RECORDED BY tsm i th The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT 3Os' Legal Description : Thornbrooke Phase L(, according to the plat thereof, as recorded in Plat Book J'/ Page7a-7iof the public records of Seminole County, Florida. Addresses : qq? /fie °1 °s- ` Sanford FL 3i? 7 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 5. Surety : N.A. 7. Lender: N.A. 3. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(l)(a)7., Florida Statutes: N.A. 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 : S! 2 i Signature of Owner's Agent J n AsaWright ylor aMorrisonof Florida 1 Sworn to and subscribed be Notary Public DA Clark My commission expires: 6, Serial No. FF 209108 rS' C F SIN sown to me. 0 SSO e2 2 o9,e5 s•.- CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 4 pApIclationNo: Documented Construction Value: $ no 32-9 Job Address: q93 j _eo( ko,& La k c- Historic District: Yes No X Parcel ID: Af.19-30-S2 -0000- 3_S'0 Residential lx Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: 3OS Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphn&Permits Permits Permits. com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 407- 629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: N/A Address: Fax: State License No.: CBC1257462 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 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 com liance with all a plicable laws regulating construction and zoning. Signature of weer/Agent Date Signatur fContractor/Agent Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name Signature of Notary- t of Florida ^^ prD a^tt11eA$yyryry f4 riF t banded ThN eudpdt Ncttry . - JOHN ASA WRIGHT Print Contractor/Agen;,s NX S"7--1) Signature of Notary ate•oMrida D. A. CLARKate MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 f9TFOF AVBonded Thru Budget Notary Services Owner/Agent is XES Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID N/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [2 Electrical [1 Mechanical © Plumbing© Gas[] Roof Construction Type: I6 Occupancy Use: Total Sq Ft of Bldg: Z- S 1 H R?> Flood Zone: x S CC - Min. Occupancy Load: W 13 # of Stories: ZArrk (o New Construction: Electric - # of Amps I'Go Plumbing - # of Fixtures 2. 1 Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING. 1 UTILITIES: ENGINEERING: Ok to construct single family home COMMENTS: _ with setbacks and impervious area shown on plan. WASTE WATER: BUILDING: l o, 3 • /'7 Revised: June 30, 2015 Permit Application I CITY OF SANFORD j ii BUILDING & FIRE PREVENTION I PERMIT APPLICATION Application No: Z Documented Construction Value: 9 6 Job Address: q93 (ZQOl kOse- la i,,x Historic District: Yes No Parcel ID: P-1.19-30- 2 -0000- 366-0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: 305' Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermitsPermitsPermits.comPermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT 1 TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: _ 407-257-6940 City, State Zip: MAITLAND FL 32751 State License No.: Arch itectlEngineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: NIA Address: Mortgage Lender: NIA Address: CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in com liance with all a plicable laws regulating construction and zoning. Signature of weer/Agent Date S ignaturplIfContractor/Agent Date TAYLOR MORRISON OF FLORIDA INC JOHN ASA WRIGHT Print Owner/Agent's Name Print Contractor/Age e Signature of Notary- of Florida Date Signature of go-tarMie*oMrida D. A. CLAR(date v Ia, A, OLAIh * MY COMMISSION # FF 209108 4P MY COMMISSION d FF `l 00 EXPIRES: June 27,2019 EXPIRES;N"27- 2p1A l7". Or: Bonded Thru Budget Notary Services Ar 4 Bonded ihtu Budget WIRY 4*11 4'srld'Q Owner/Agent is ]yF.(; Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID N11A— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: ` % WASTE WATER: 1'1 BUILDING: Revised: June 30, 2015 Permit Application M1877— 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: 493 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3050 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) 4: SIN rry ,mxhw II.,9e'.YA'M GJ IiN IIM IW `R ne10 OFFICIAL USE ONLY 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 1 The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-2365 Reviewed by: Michael Cash, CFM Date: August 9, 2017 Y Application for Right--of-Way Use for Driveway,Walkway & LandscapeYp F LO 7 q Department of Planning & Development Services www.3anfordfl.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 ofSanford'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 a- Knowlocationoftheexistingright—of-way and use shall be provided or application could be delayed. +/ y /•p ,.'n what,: below. a `vY o .40r 30 Call before you dig. 1. Project Location/Address: _14q 3 tee 0 d L41- 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date /+ / Completion Date Emergency Repairs 4. Brief Description of Work: RAIF;VAY I&X IVY! SFX Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible forperpetual 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 publicright-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 Requestoes 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 reasonableattorney' 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. 1 hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Pre - pour Inspection by: Date: iF- al I This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401. 24 hours in advance to schedule a pre -pour inspection. Date: September2010 ROW Use Driveway.pdf SCPA Parcel View: 21-19-30-510-0000-3050 http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... fM. CFA Promirty Record Card Parcel: 21-19-30-510-0000-3050 Owner: TAYLOR MORRISON OF FL INC Property Address: 493 RED ROSE LN SANFORD, FL 32771 Parcel Information Value Summary Parcel 21-19-30-510-0000-3050 Owner TAYLOR MORRISON OF FL INC Property Address 493 RED ROSE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District Sl-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions I n A Seminole County GIS Legal Description LOT 305 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes 2017 Working 2016 Certified Values Values Valuation Method Cost/Market I Cost/Market Number of Buildings 0 0 Depreciated Bldg Value 0 Depreciated EXFT_VaIue 0 Land Value (Market) $26,050 i 0 Land Value Ag 0 just/Market Value $26,050 0 Portability Adj 0 Save Our Homes Adj $0 0 Amendment 1 Adj $12,784 0 P&G Adj $0 0 Assessed Value $13,266 0 Tax Amount without SOH: $0.00. 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 13,266 0 13,266 Schools 26,050 0 26,050 City Sanford 13,266 0 13,266 SJWM(Saint Johns Water Management) 13,266 0 13,266 County Bonds 13,266 0 13,266 Sales Description Date Book Page Amount Qualified Vac/ImpIF No Sales omparable Sales Land Building Information Permits Permit # Description Age Amount CO Date Permit Date 1 of 2 8/2/17, 3:24 PM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # i'I- 22,t—< BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: 77 Q S G Ao v vELECTRI'CALPERIVIIT ,., Min Max inspection Description L yiQJalrid x 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLUBI YG pRriT C ` c Wel Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHANICALPERMLT Min Max Ins ection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 LIMITED POWER OF ATTORNEY DATE: EREBY NAME AND APPOINT: Daphne Clark, Gustav Botes, Jennifer White, KarenMcAdams, Alison Perrotti, Anthony Perrotti EACH AN AGENT OF: TAYL OR MORRISON TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO THE BUILDING DEPARTMENT OF: 5A V3 r--Iogx. C (T\-( FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT r LOT NUMBER : 305 SUBDIVISION: -T ko -jSQ IFSQ QQ( ADDRESS: `t q 3 (Z-e-CQ P-a s PARCEL ID : a2- L —1 q - 30— S_ j 0 - ppQp -- 2 0 --5r0 AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY TO THIS APPOINTMENT. JOHN ASA WRIGHT NAME OF CONTRACTOR.) SIGNOURE OF CONTRACTOR. STATE CERT. # CBC 1257462 CONTRACTOR'S STATE REGISTRATION NUMBER.) The foregoing instrument was acknowledged before me this DATE: 9 a—/ % BY: JOHN ASA WRIGHT STATE OF FLORIDA COUNTY OF ORANGE. NAME: Kimberly Carter My Commission # FF229O21 My Commission Expires 9/7/2( NOTARY: Who is personally known to me and did not take an oath. a4, NOTARY SEAL. CARTF lei,, p ber7,9; S q sic ; i l' PLA*k, 019 i4t41A` ea\\ a REQUEST FOR TUG & PREPOWER AGREEMENT Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name:_ 1110 rin. 6 rO b KC,- Project Address: tit xx—, Building Permit #:, Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: I. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been.issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such. right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print Name of Owner/Te t gnature of OwnerleV6 JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 4/20107) Print Name of Gen. Co ctor a gnature of Gen. C or a Gl2 S7y62 Gen. Contractor License # o Progress Energy Print Name of El. Contractor Signature WE]. Contracto El. Contractor License # Florida Power and Light on '/ J Revision Response to Comments Permit # Project Address: Contact: Daphne Ph: 407-257-6940 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov S/u'bmittal Datte Ad go S4 L. tf Lib Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Fax: 10/25/17 General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building RECORD COPY Qig [Mir Speclalty Structural Englneering CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Venw ON Ridge Vent Assembly w5' 0%tE%J1S1' d3R& cL Manufacturer: q,VILD/NC Millennium Metals, Inc. SAIVf=ORD 10200 Eastport Road a Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Product Material Support Roofing Accessories that are an Integral Part of the Roof System 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 5- Mcu nk Seal W Eleca. * SubM*Ul y1lillllll/!/// L BUCh P LICENSE' No 31242 * . w= STATE OF \` rrliililll Digkady Signed by: lames l Buckner, V.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 CE3UCKEngineering Page Report No.: 15-1 MM2-St0RV-ER_14 Specialty Structural Engineering Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing CBUCK, Inc. Certificate of Authorization #18064 Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Speclalt j 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 Report No.: 15-104-MM2-St0RV-ER_14 Page 4 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8054 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 FL #: FL 16568.1 R1 P y Date: 2 / 26 / 15 U K E qln aria Report No.: 55of MM2 StORV ER_14 Specialty Structural Engineering 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 1 I i a1 Date: 2 / 26 / 15 UV K E gin er"n Page rt No.: 65o1f 7 MM2-StORV ER_14 SpeClalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i 5-1/2" Profile Drawings 12" 18-1/4" 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 Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 7 of 7 Speclalty Structural Engineering CBUCK, Inc. Certificate of Authorization ##8064 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 Nominal Lengths 4 Ft. 6 Ft. 8 Ft. 10 Ft. Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) abNe ees e e girs / Typical Ridge Vent Assembly Isometric View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: L/ Lot305ThornbrookePrestonCGRN Street: 7 93 ged Bose - Builder Name: Taylor Morrison Permit Office: utLD/NG' City, State, Zip: FL , Ste,,6, Permit Number _ Owner: Jurisdiction: 91 00 SANFORD Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) O 1. New construction or existing New (From Plans) 9. Wall Types (2548.2 sqft.) Insulation 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1233.00 ft2 b. Concrete Block - Int Insul, Exterior R=11.0 1095.10 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 220.11 ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1163.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1163.00 ft2 6. Conditioned floor area above grade (ft2) 1989 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. 11. Duuctct s R= ft2 R ft2 7. Windows(311.4 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 397.8 a. U-Factor: Dbl, U=0.34 247.38 ft2 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 34.2 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 32.8 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1163.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 ft2 b. Conservation features b. Floor over Garage R=19.0 6.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 55.13 Glass/Floor Area: 0.157 PASS Total Baseline Loads: 62.91 F1 7 7 1 hereby certify that the plans and specifications covered by Review of the plans and o THE Spq?' this calculation are in compliance with the Florida Energy Code. specifications covered by this indicatescalculation compliance i„oo'O; with the Florida Energy Code. PREPARED BY: Before construction is completed v1 DATE: 6/20117 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. COOwiththeFloridaEnergyCode. OWNER/AGENT: BUILDING OFFICIAL: WE DATE: 'I DATE: DLO-!'j Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 6/20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot305ThornbrookePrestonC Bedrooms: 3 User Conditioned Area: 1989 Total Stories: 2 1 Worst Case: No Taylor Morrison Rotate Angle: 0 Cross Ventilation: No 691500 Whole House Fan: No Single-family New (From Plans) Address Type: Street Address Lot # Block/SubDivision: PlatBook: Street: County: Seminole City, State, Zip: , FL , CLIMATE v Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Block1 1989 18298.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1989 18298.8 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage Main __-- ---- 2 Slab -On -Grade Edge Insulatio Main 117.3 ft 0 6 ft2 1157 ft2 19 0 0 0.23 0 1 0.77 ROOF Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1301 ft2 292 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1163 ft2 Y N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 38 Blown 1163 ft2 0.11 Wood 6/20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 POPKA RA(11;_9(11d WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V # OTn To W_ a1LT_ype Space R-V_alue F_t In -Et In -Area R--Value-Fraction Absor.-Grade%o- 1 E Exterior Frame - Wood Main 13 38 6 9 0 346.5 ft2 0 0.23 0.6 0 2 E Exterior Concrete Block - Int Insul Main 11 38 6 9 4 359.3 ft2 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul Main 11 3 11 9 4 36.6 ft2 0 0 0.6 0 4 N Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 5 N Exterior Concrete Block - Int Insul Main 11 6 6 9 4 60.7 ft2 0 0 0.6 0 6 W Exterior Frame - Wood Main 13 38 6 9 0 346.5 ft2 0 0.23 0.6 0 7 W Exterior Concrete Block - Int Insul Main 11 38 6 9 4 359.3 ft2 0 0 0.6 0 8 S Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 S Exterior Concrete Block - Int Insul Main 11 29 11 9 4 279.2 ft2 0 0 0.6 0 10 Garage Frame - Wood Main 13 23 7 9 4 220.1 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood Main None 25 2 7 6 8 17.2 ft2 2 NE Wood Main None 25 3 8 24 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 2 E 2 Vinyl Low-E Double Yes 0.34 0.31 9.0 ft2 1 ft 0 in 2 ft 4 in None Exterior 5 3 N 4 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 4 N 4 Vinyl Low-E Double , Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 5 W 6 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 6 W 7 Vinyl Low-E Double Yes 0.34 0.31 38.5 ft2 1 ft 0 in 11 ft 8 in None Exterior 5 7 S 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 8 S 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in None None 9 S 9 Vinyl Low-E Double Yes 0.34 0.31 57.8 ft2 1 ft 0 in 11 ft 8 in None Exterior 5 10 S 9 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft2 1 ft 0 in 11 ft 8 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ft2 451 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000292 1524.9 83.71 157.44 2627 5 6/20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 go] NJiI:ZI&W1I1ZCI HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 32.8 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 34.2 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 397.8 ft Main 99.45 ft Default Leakage Main Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinEX Feb [ Mar Jan [ X] Feb f X Mar A r fAPrMa Xj Jun X Jul May Jun Jul Aug Au rjSe Sep Oct Oct Nov NovDec Dec Ventin [ Jan [[ ]] Feb [[X Mar A r Ma Jun Jul Aug Se Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 6/ 20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 88 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ftz) 7. Windows- Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A FL, New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 3 d. N/A 10. Ceiling Types No a. Under Attic (Vented) 1989 b. N/A Area c. N/A 247.38 ftz 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 64.00 ftz 12. Cooling systems ftz a. Central Unit ftz 1.000 ft. 0.312 Insulation Area R=0.0 1157.00 ftz R=19.0 6,00 ftz R= ftz 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant fea ures. Builder Signature: Date: -a-( Address of New Home: 7LJg3 4,eW fyye_ (A,, City/FL Zip: 9Z.11, Insulation Area R=13.0 1233.00 ftz R=11.0 1095.10 ftz R=13.0 220.11 ftz R= ftz Insulation Area R=38.0 1163.00 ftz R= ftz R= ft' R ftz 6 397.8 kBtu/hr Efficiency 34.2 SEER:15.00 kBtu/hr Efficiency 32.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat 0F SITE Szq? yO ice;•.•`, COD W-E Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/ 20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 EL.. AIR Manual S Compliance Report nbrookePres. Job: Lot30Date: June 5Thor5Thor414MING• MlCONUM01010 Entire House By: RH DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM For: Taylor Morrison, Preston Design Conditions Outdoor design DB: 92.9°F Sensible gain: 26363 Btuh Entering coil DB: 76.6°F Outdoor design WB: 75.0°F Latent gain: 4844 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 31207 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer' s Performance Data at Actual Design Conditions Equipment type: SplitASHP Manufacturer: Lennox Model: 14HPX-036-230-21+CBA27UHE-036-230"++TDR Actual airflow: 1160 cfm Sensible capacity: 29362 Btuh 111% of load Latent capacity: 5314 Btuh 110% of load Total capacity: 34676 Btuh 111% of load SHR: 85% Design Conditions Outdoor design DB: 41.0°F Heat loss: 25206 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-036-230-21+CBA27UHE-036-230"++TDR Actual airflow: 1160 cfm Output capacity: 31430 Btuh 125% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Meets are all requirements of ACCA Manual S. wri htsoft$ 2017- Jun-20 09:age 1 9Right -Suite® Universal 2017 17.0.16 RSU24011 Page A... okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N EL- Component Constructions Job: Lot305ThornbrookePres... Date: June 14,2014 110MIG•AMCONURI0141IN0 Entire House By: RH DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM For: Taylor Morrison, Preston r D- • a e o Location: Indoor: Heating Cooling Orlando Sanford AP, FL, US Indoor temperature (°F) 70 75 Elevation: 52 ft Design TD (°F) 29 18 Latitude: 290N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 2.4 37.7 Dry bulb (°F) 41 93 Infiltration: Daily range (OF) 17 ( M) Method Simplified Wet bulb (°F) 75 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W Btuh/ft-F ft2- OF/Btu h Btu h/ft2 Btu Btuh/ft Btu Walls 12C-Osw: Frm wall, stucco ext, 3/8" wood shth, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-7.5ocs: l3lk wall, stucco ext, r-9 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'W" wood frm, 16" o.c. stud n 249 0.091 13.0 2.64 657 2.83 705 e 341 0.091 13.0 2.64 899 2.83 965 s 200 0.091 13.0 2.64 528 2.83 567 w 302 0.091 13.0 2.64 796 2.83 854 all 1091 0.091 13.0 2.64 2879 2.83 3091 n 60 0.095 7.5 2.75 167 1.66 100 ne 14 0.095 7.5 2.75 38 1.66 23 e 349 0.095 7.5 2.75 961 1.66 580 s 158 0.095 7.5 2.75 434 1.66 262 w 321 0.095 7.5 2.75 883 1.66 533 all 901 0.095 7.5 2.75 2484 1.66 1499 203 0.091 13.0 2.64 536 1.75 355 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3 ft window ht, 1 It e sep.); 6.67 ft head ht all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 it window ht, 1 ft s sep.); 6.67 ft head ht s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 1 it overhang (4.2 ft window ht, 2.33 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, s 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (6.25 It window ht, W 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" s gap, 1/8" thk; NFRC rated (SHGC=0.32); 1 ft overhang (8 ft window ht, 11.67 ft sep.); 6.67 ft head ht 6 0.340 0 9.86 59 12.6 75 6 0.340 0 9.86 59 35.9 215 12 0.340 0 9.86 118 24.2 291 15 0.340 0 9.86 148 12.6 188 30 0.340 0 9.86 296 12.8 383 40 0.340 0 9.86 394 12.8 510 45 0.340 0 9.86 444 35.9 1614 130 0.340 0 9.86 1282 20.7 2695 9 0.340 0 9.86 90 35.9 326 58 0.340 0 9.86 570 14.2 821 39 0.340 0 9.86 380 35.9 1382 96 0.340 0 9.86 950 22.9 2203 64 0.580 0 16.8 1076 18.8 1201 C wri htsoft0. 2017-Jun-20 09:20:19 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ACA:;A...okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N Doors 11 DO: Door, wd sc type Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceiI ins, 1/2" gypsum board int fnsh Floors 20P-19t: Flr floor, wd flr, 1" thkns, r-19 ext ins, gar ovr 22A-tpl: Bg floor, light dry soil, on grade depth ne 23 0.390 0 n 17 0.390 0 all 40 0.390 0 1163 0.026 38.0 6 0.050 19.0 117 0.989 0 11.3 256 12.0 271 11.3 195 12.0 206 11.3 451 12.0 478 0.75 877 1.15 1337 1.45 9 0.71 4 28.7 3363 0 0 C wri htsoft' 2017-Jun-20 09:20:19 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 C%A...okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N For: Taylor Morrison, Preston Notes: 11/6/14 GCR, 4-17-15 EJH RVSD 12/18/15 JA LS 3/9/17 JA LS.3/30/17. RC. Weather: Orlando Sanford AP, FL, US Winter Design Conditions Outside db 41 OF Inside db 70 OF Design TD 29 OF Heating Summary Structure 19654 Btuh Ducts 5551 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 25206 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1989 9 Volume (ft3) 20878 20878 Air changes/hour 0.50 0.26 Equiv. AVF (cfm) 174 90 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-036-230-21 AH R I ref 10258589 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 38 gr/lb Sensible Cooling Equipment Load Sizing Structure 18665 Btuh Ducts 7698 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 26363 Btuh Latent Cooling Equipment Load Sizing Structure 3513 Btuh Ducts 1331 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 4844 Btuh Equipment total load 31207 Btuh Req. total capacity at 0.75 SHR 2.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-036-230-21 Coil CBA27UHE-036-230"++TDR AH R I ref 10258589 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 25650 Btuh Heating output 32800 Btuh @ 470F Latent cooling 8550 Btuh Temperature rise 26 OF Total cooling 34200 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.046 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 34 OF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-20 09:20:19 wrightsoft, Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 140C1...okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet U' r-""C01MMOHM Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305ThornbrookePreston... Date: June 14,2014 By: RH 1 Room name Entire House Family/Great rm 2 Exposed wall 254.3 ft 32.0 ft 3 Room height 9.2 It d 9.3 It heat/cool 4 5 Room dimensions Room area 2278.9 ft2 15.0 x 17.0 It 255.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (f12) Load number Btuh/ftz °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 V+/ 12C-Osw 0.091 n 2.64 2.83 270 249 657 705 0 0 0 0 2A-2ov 0.340 n 9.86 12.56 6 0 59 75 0 0 0 0 2A-2ov_...- 0.340, n 9.86, 12.56 15 0 148 188 0 0 0 0 W 713A.5ocs 0.095 n 2.75 1.66 60 60 167 100 0 0 0 0 11 W D 13A-7.5ocs 0.095 ne 2.75' 1.66 36 14 38 23 0 0 0 0 11 DO - 0.390 ne 11.31 11.97 23 23 256 271 0 0 0 0 W 12C-Osw 0.091 a 2.64 2.83 347 341 899 965 0 0 0 0 G 2A-2ov 0.340 a 9.86 35.86 6 0 59 215 0 0 0 0 13A-7.5ocs 0.095 e 2.75 1.66 358 349 961 580 0 0 0 0 2A-2ov. 0.340 e 9.86 35.86 9 0 90 326 0 0 0 0 V)! 12C-Osw 0.091 s 2.64 2.83 270 200 528 567 0 0 0 0 jL-cG 2A-20v 0.340 s 9.86 12.76 30 53 296 383 0 0 0 0 2B-2fv 0.340 s 9.86 12.76 40 70 394 510 0 0 0 0 13A-7.5ocs 0.095 s 2.75 1.66 279 158 434 262 140 76 209 126 2A-2ov 0.340 s 9.86 14.20 58 0 570 821 0 0 0 0 2A-2ovd_- 0.580. s 16.82 18.76 64 0 1076 1201 64 0 1076 1201 y/ 12C-Osw 0.091 w 2.64 2.83 347 302 796 854 0 0 0 0 t-G 2A-2ov 0.340 w 9.86 35.86 45 0 444 1614 0 0 0 0 W 13A-7.5ocs 0.095 w 2.75 1.66 359 321 883 533 159 159 437 264 I--G 2A-2ov _ .. 0.340 w 9.86 35.86 39 0 380 1382 0 0 0 0 P 12C-Osw 0.091 2.64 1.75 220 203 536 355 0 0 0 0 L-D 11DO 0.390 n 11.31 11.97 17 17 195 206 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 1163 1163 877 1337 0 0 0 0 F 20P-19t 0.050 1.45 0.71 6 6 9 4 0 0 0 0 F 22A-tpl 0.989 28.68 0.00 1157 117 3363 0 255 32 918 0 6 c) AED excursion 128 98 Envelope loss/gain 14115 13607 2640 1492 12 a) Infiltration 5540 1778 711 228 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 1900 0 Subtotal (lines 6 to 13) 19654 18665 3351 2641 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19654 18665 3351 2641 15 Duct loads 28 % 41 % 5551 7698 24 % 36% 804 942 Total room load 25206 26363 4155 3583 Air required (cfm) 1 1160 1160 1 1 191 1 158 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft" 2017-Jun-20 09:20:19 AC> Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N 1 DEL -Ails Right-M Worksheet s'AMCONOMO'M Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305ThornbrookePreston... Date: June 14,2014 By: RH 1 Room name Master bdrm M.Bth 2 Exposed wall 29.5 ft 11.5 It 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 15.0 x 14.5 It 1.0 x 96.8 ft 5 Room area 217.5 ft2 96.8 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' n 2.64 2.83 0 0` 0 0 0 0 0 0 2A 2ov 0.340 n 9.86 12.56 D 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.86 12.56 0 D 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.75 1.66 0 0 0 0 0 0 0 0 11 13A-7.5ocs 0.095 ne 2.75 1.66 0 0 0 0 0 0 0 0 11.DO 0.390 ne 11.31 11.97 D 0 0 0 0 0 0 0 W 12C-Osw 0.091 a 2.64 2.83 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 e 9.86 35.86 0 0 0 0 0 0 0 0 l 13A-7.5ocs 0.095 a 2.75 1.66 135 135 372 224 107 107 295 178 6 2A 2ov . 0.340 e 9.86 35.86, 0 0 0 0 0 0 0 0 vf/ 12C-Osw 0.091 s 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0 26-2fv 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 s 2.75 1.66 140 82 225 136 0 0' 0 0 2A-2ov 0.340 s 9.86 14.20 58 0 570 821 0 0 0 0 I_ G 2A-2ovd 0.580 s 16.82 18.76 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.64 2.83 0 0 0 0 0 0 0 0 6 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 w 2.75 1.66 0 0 0 0 0 0 0 0 T_C 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.64 1.75 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 11.31 11.97 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.45 0.71 0 0 0 0 0 0 0 0 F_ 22A-tpl 0.989 28.68 0.00 218 30 846 0 97 12 330 0 6 c) AED excursion 7 22 Envelope loss/gain 2013 1174 624 156 12 a) Infiltration 653 210 255 82 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 2666 1613 879 238 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2666 1613 879 238 15 Duct loads 24% 36% 640 576 24% 36% 211 85 Total room load 3306 2189 1090 323 Air required (cfm) 152 96 50 14 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2017-Jun-20 09:20:19 Al - Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N DEL --AIR Right-JO Worksheet HV=Q - = COMMM Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305ThornbrookePreston... Date: June 14,2014 By: RH 1 Room name M. W c M. W is 2 Exposed wall 0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 3.5 x 6.5 it 1.0 x 48.0 it 5 Room area 22.8 ft2 48.0 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 (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 2.64 2.83 0 0 0 0 0 0 0 0 GC 2A-20v 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.75 1.66 0 0 0 0 0 0 0 0 11 13A-7.5ocs 0.095 ne 2.75 1.66 0 0 0 0 0 0 0 0 11 DO 0.390 ne 11.31 11.97 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 a 2.64 2.83 0 0 0 0 0 0 0 0 G 2A-20v 0.340 e 9.86 35.86 0 0 0 0 0 0 0 0 C 13A-7.56cs 2A-2ov 0.095 0.340 a e 2.75 9.86 1.66 35.86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yJ 12C-Osw 0.091 s 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0LAC28-21v 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 s 2.75 1.66 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 14.20 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.82 18.76 0 0 0 0 0 0 0 0 Vfl T-6 12C-Osw 2A-2ov 0.091 0.340 w w 2.64 9.86 2.83 35.86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 w 2.75 1.66 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.64 1.75 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.31 11.97 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.45 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 28.68 0.00 23 0 0 0 48 0 0 0 6 c) AED excursion 4 4 Envelope loss/gain 0 4 0 4 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 501 50 Subtotal (lines 6 to 13) 0 46 0 46 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 46 0 46 15 Duct loads 240% 36% 0 16 24% 36% 01 16 Total room load 0 62 0 62 Air required (cfm) 1 0 3 10 3 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C A wrightsoft" 2017-Jun-20 09:20:19 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N DEL --AIR Right-J® Worksheet catusnot ' Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305ThornbrookePreston... Date: June 14,2014 By: RH 1 Room name Laundry Kitchen 2 Exposed wall 6.5 it 11.4 it 3 Room height 9.3 ft heat/cool 9.3 it heat/cool 4 Room dimensions 6.5 x 6.5 it 1.0 x 134.4 it 5 Room area 42.3 ftz 134.4 ft2 Ty Construction U-value Or HTM Area (w) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 U I G 12C-0sw` 0.001 n 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 t-C 2A-20v 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.75 1.66 0 0 0 0 0 0 0 0 11 V" 1 13A-7.5ocs 0.095 ne 2.75 1.66 0 0 0 0 0 0 0 0 1 DO 0.390 ne 11.31 11.97 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 a 2.64 2.83 0 0 0 0 0 0 0 0 t-C 2A-2ov 0.340 e 9.86 35.86 0 0 0 0 0 0 0 0 J 13A-7.5ocs 0,095 a 2.75 1.66 60 60 167 100 0 0 0 0 C 2A-2ov 0.340 a 9.86 35.86 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0 2B-2fv 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 s 2.75 1.66 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 14.20 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.82 18.76 0 0 0 0 0 0 0 0 V 12C-Osw 0.091 w 2.64 2.83 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 y/ 13A-7.5ocs 0.095 w 2.75 1.66 0 0 0 0 107 107 296 178 t-G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.64 1.75 0 0 0 0 131 131 346 229 11 DO 0.390 n 11.31 11.97 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.45 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 28.68 0.00 42 7 186 0 134 11 327 0 6 c) AED excursion 62 141 Envelope loss/gain 353 38 969 266 12 a) Infiltration 144 46 255 82 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 1200 Subtotal (lines 6 to 13) 497 684 1224 1548 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 497 684 1224 1548 15 Duct loads 24% 361% 119 244 24% 36% 294 552 Total room load 616 928 1518 2100 Air required (cfm) 28 41 70 92 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrlght90ft" 2017-Jun-20 09:20:19 ACCP, Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N 2DEL-AIR Right-M Worksheet HV= Wl COMMMIM Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305Th o rn b roo kePresto In Date: June 14,2014 By: RH 1 Room name Dining Pwdr 2 Exposed wall 13.8 it 12.5 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 1. 0 x 301.3 it 301. 3 ft2 6. 5 x 6.0 it 39. 0 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 (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 6.091 n 2.64' 2.83 0 6 6 0 0_ 0 0 O GC 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 2A- 2ov 0.340 n_, 9,86 12.56 0 0 0 0 0 0' 0 0 11 W VL_ 13A-7.5ocs 13A- 7.5ocs 0.095 0. 095 n ne 2. 75 2. 75 1. 66 1. 66 0 36 0 14 0 38 0 23 60 0 60 0 167 0 100 0 D 11DO ...,... .. 0.390 ne 11.31 11.97 23 23 256 271 0 0 0 0 Va/ 12C-Osw 0.091 a 2.64 2.83 0 0 0 0 0 0 0 0 a 2A-2ov 0.340 a 9.86 35.86 0 0 0 0 0 0 0 0 13A- 7.5o6s 0.0951 a 2.75 1.66 0 0 0 0 56 47 129 78 2A- 2ov ,. 0.340 e 9.86 35.86 0 0 0 0 9 0, 90 326 12C- Osw 0.091 s 2.64 2.83 0 0 0 0 0 0 0 0 2A- 2ov 2B- 2fv 0. 340 0. 340 s s 9. 86 9. 86 12. 76 12. 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 s 2.75 1.66 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 9.86 14.20 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 s 16.82 18.76 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 w 2.64 2.83 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 yJ tG13A-7.5ocs 0.095 w 2.75 1.66 93 55 151 91 0 0 0 0 2A- 2ov 0.340 w 9.86 35.86 39 0 380 1382 0 0 0 0 P 12C-Osw 0.091 2.64 1.75 89 72 190 126 0 0 0 0 11 DO 0.390 n 11.31 11.97 17 17 195 206 0 0 0 0 C' 16CR-38ad. 0.026 0.75 1.15 22 22 16 25 20 20 15 22 F 20P-19t 0.050 1.45 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 28.68 0.00 301 14 397 0 39 13 359 0 6 c) AED excursion 409 8 Envelope loss/gain 1623 2533 758 519 12 a) Infiltration 309 99 277 89 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 2301 0 0 Appliances/ other 01 0 Subtotal ( lines 6 to 13) 1932 2862 1035 608 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1932 2862 1035 608 15 Duct loads 24 % 36 % 464 1021 24 % 36 % 248 217 Total room load 2396 3883 1283 825 Air required (cfm) 110 171 59 36 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. wrlghtsofC' 2017-Jun-20 09:20:19 ACC1, Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 0kePrestonCGRN\ Lot305Thorn brookePrestonCGRN.rup Calc = MJ8 House faces: N 1 DEL -AIR Right-J® Worksheet Job: Lot305ThornbrookePreston... HUM ''MCOMMON= Entire House Date: June 14,2014 By: RH DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM 1 Room name Open to Below Bdrm 2 2 Exposed wall 32.0 It 26.0 it 3 Room height 9.0 ft heat/cool 9.0 It heat/cool 4 Room dimensions 15.0 x 17.0 It 15.0 x 11.0 It 5 Room area 255.0 ft2 165.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/it? °F) Btuh/i12) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vl! 12C-0sw 0.001 n 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.75 1.66 0 0 0 0 0 0 0 0 11 Y 13A-7.5ocs 0.095 ne 2.75 1.66 0 0 0 0 0 0 0 0 p 11 DO 0.390 ne 11.31 11.97 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 a 2.64 2.83 0 0 0 0 99 99 261 280 L-G 2A-2ov 0.340 e 9.86 35.86 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 a 2.75 1.66 0 0 0 0 0 0 0 0 t-G 2A-2ov 0.340 e 9.86 35.86 0 0 0 0, 0 0 0 0 12C-Osw 0.091 s 2.64 2.83 135 95 251 269 135 105 277 297 2A-2ov 0.340 s 9.86 12.76 0 0 0 0 30 26 296 383 2B-2fv 0.340 s 9.86 12.76 40 35 394 510 0 0 0 0 13A-7.5ocs 0.095 s 2.75 1.66 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 14.20 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.82 18.76 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 w 2.64 2.83 153 153 404 433 0 0 0 0 t-G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 V 13A-7.5ocs 0.095 w 2.75 1.66 0 0 0 0 0 0 0 0 t-C 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 PI 12C-Osw 0.091 2.64 1.75 0 0 0 0 0 0 0 0 L-U 11 DO 0.390 n 11.31 11.97 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 255 255 192 293 165 165 124 190 F 20P-19t 0.050 1.45 0.71 0 0 0 0 0 0 0 0 F 22A-tpl, 0.989 28.68 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 111 86 Envelope loss/gain 1241 1395 959 1064 12 a) Infiltration 686 220 557 179 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) 1927 1615 1516 1243 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1927 1615 1516 1243 15 Duct loads 34 % 48 % 662 776 34 % 48 % 521 598 Total room load 2589 2391 2036 1841 Air required (cim) 1 119 105 1 94 81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. At-- wrightsoft" 2017-Jun-20 09:20age 6Right -Suite® Universal 2017 17.0.16 RSU24011 Page okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N DEL --AIR Right-JO Worksheet COKOM M Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305ThornbrookePreston... Date: June 14,2014 By: RH 1 Room name Bth 2 loft 2 Exposed wall 8.5 It 24.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 6.5 x 8.5 it 1.0 x 420.5 ft 5 Room area 55.3 ft2 420.5 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 Uf/ 12C-0sw 0.091 n 2.64 2.83 0 0 0 6 59 59 154 166 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.75 1.66 0 0 0 0 0 0 0 0 11 y/ 13A-7.5ocs 0.095 ne 2.75 1.66 0 0 0 0 0 0 0 0 11 DO 0.390 ne 11.31 11.97 0 0 0 0 0 0 0 0D 12C-0sw 0.091 a 2.64 2.83 77 71 186 200 63 63 166 178 2A-2ov 0.340 a 9.86 35.86 6 0 59 215 0 0 0 0 13A-7.5ocs 0.095 a 2.75 1.66 0 0 0 0 0 0 0 0 L-C 2A-2ov 0.340 a 9.86 35.86 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 2B-2fv 0.340 0.340 s s 9.86 9.86 12.76 12.76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 s 2.75 1.66 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 14.20 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.82 18.76 0 0 0 0 0 0 0 0 V+J 12C-Osw 0.091 w 2.64 2.83 0 0 0 0 99 69 182 195 G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 30 0 296 1076 yJ 13A-7.5ocs 0.095 w 2.75 1.66 0 0 0 0 0 0 0 0 t-G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 PIL-D 12C-0sw 0.091 2.64 1.75 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.31 11.97 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 55 55 42 63 421 421 317 483 F 20P-19t 0.050 1.45 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 28.68 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 16 288 Envelope loss/gain 287 462 1116 2387 12 a) Infiltration 182 58 525 169 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 469 521 1641 2555 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 469 521 1641 2555 15 Duct loads 34% 48% 161 250 34% 48% 564 1229 Total room load 630 771 2204 3784 Air required (ctm) 291 34 101 167 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4G -Fk Wrlyht30ft" 2017-Jun-2009:20:19 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 7 okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N DEL: AIR Right-JO Worksheet Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305ThornbrookePreston... Date: June 14,2014 By: RH 1 Room name Bdrm 3 Bdrm 3 W is 2 Exposed wall 22.0 It 5.5 ft 3 Room height 9.0 ft heat/cool 9.0 it heat/cool 4 Room dimensions 11.5 x 10.5 It 5.5 x 5.0 It 5 Room area 120.8 ft2 27.5 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 UfJ 12C-Osw 0.091 n 2.64 2.83 104 89 234 251 50 50 131 140 2A-2ov 0.340 n 9.86 12.56 0 0 0 0 0 0 0 0Imo_ rG 2A-2ov 0.340 n 9.86 12.56 15 0 148 188 0 0 0 0 W 13A-7.5ocs 0.095 n 2.75 1.66 0 0 0 0 0 0 0 0 11 L-p 13A-7.5ocs 0.095 ne 2.75 1.66 0 0 0 0 0 0 0 0 11 DO 0.390 ne 11.31 11.97 0 0 0 0 0 0 0 0 Val 12C-Osw 0.091 a 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.86 35.86 0 0 0 0 0 0 0 0 y/ 13A-7.5ocs 0.095 a 2.75 1.66 0 0 0 0 0 0 0 0 L--G 2A-2ov 0.340 a 9.86 35.86 0 0 0 0 0 0 0 0 Vl/ 12C-Osw 0.091 s 2.64 2.83 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0 L-( C' 26-2tv 0.340 s 9.86 12.76 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 s 2.75 1.66 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.86 14.20 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.82 18.76 0 0 0 0 0 0 0 0 VV 12C-Osw 0.091 w 2.64 2.83 95 80 210 225 0 0 0 0 2A-2ov 0.340 w 9.86 35.86 15 0 148 538 0 0 0 0 Val 13A-7.5ocs 0.095 w 2.75 1.66 0 0 0 0 0 0 0 0 t--G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.64 1.75 0 0 0 0 0 0 0 0 1 D 11 DO 0.390 n 11.31 11.97 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 121 121 91 139 28 28 21 32 F 20P-19t 0.050 1.45 0.71 1 1 1 0 6 6 8 4 F 22A-tpl 0.989 28.68 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 72 18 Envelope loss/gain 831 1413 160 158 12 a) Infiltration 471 151 118 38 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) 1302 1564 278 196 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1302 1564 278 196 15 Duct loads 34 % 48 % 447 752 34 % 48 % 951 94 Total room load 1750 2316 373 290 Air required (cfm) 81 102 17 13 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft" Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Jun-20 0 Pape 98 okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N g WDEL--AIR Right-M Worksheet 6-INCOM "MM Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM Job: Lot305ThornbrookePreston... Date: June 14,2014 By: RH 1 Room name Bth 3 2 Exposed wall 18.5 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 6.5 x 12.0 ft 5 Room area 78.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ftz °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 2.64 2.83 59 53 139 149 2A 2ov 0.340 n 9.86 12.56 6 0 59 75 LL 2A-2ov 0.340 n 9.86 12.56 0 0 0 0,_ W 13A-7.5ocs 0.095 n 2.75 1.66 0 0 0 0 11 13A 7.5ocs 0.095 ne 2.75 1.66 0 0 0 0 D. 11 DO .. 0.390 ne 11.31. 11.97 0 0 0 D V 12C-Osw 0.091 a 2.64 2.83 108 108 285 306 I-G 2A-2ov 0.340 e 9.86 35.86 0 0 0 0 13A-7.56cs 0.095 a 2.75 1.66 0 0 0 0 G 2A 2ov 0.340 e 9.86 35.86 0 0 0 0 12C-Osw 0.091 s 2.64 2.83 0 0 0 0 G 2A-2ov 0.340 s 9.86 12.76 0 0 0 0 G 2B-2fv 0.340 s 9.86 12.76 0 0 0 0 13A-7.5ocs 0.095 s 2.75' 1.66 0 0 0 0 0.340 s 9.86 14.20 0 0 0 0 LL 2A-2ov 2A-2ovd 0.580 s 16.82 18.76 0 0, 0 0 12C-Osw 0.091 w 2.64 2.83 0 0 0 0t--G 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 13A-7.5ocs 0.095 w 2.75 1.66 0 0 0 0 2A-2ov 0.340 w 9.86 35.86 0 0 0 0 P 12C-Osw 0.091 2.64 1.75 0 0 0 0 L-D 11 DO 0.390 n 11.31 11.97 0 0 0 0 C 16CR-38ad 0.026 0.75 1.15 78 78 59 90 F_ 20P-19t 0.050 1.45 0.71 0 0 0 0 F 22A-tpl 0.989 28.68 0.00 0 0 0 0 6 c) AED excursion 62 Envelope loss/gain 542 557 12 a) Infiltration 396 127 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other O Subtotal (lines 6 to 13) 938 685 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 938 685 15 Duct loads 34 % 48 % 322 329 Total room load 1260 1014 Air required (cim) 1 58 45 Calculations all r 4C A wrightsoft' 2017-Jun-20 os:e 9 Right-Suite®Universal 2017 17.0.16 RSU24011 Page 9 okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJ8 House faces: N RDEL-AIR Duct System Summary Ha>rtct0 "`"C0NiffnOM11111 Entire House DEL AIR HTG, A/C & REFRIG. INC 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DELAIR.COM For: Taylor Morrison, Preston Job: Lot305ThornbrookePres... Date: June 14,2014 By: RH Heati n g 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 0.139 in/ 100ft 0.139 in/ 100ft Actual air flow 1160 cfm 1160 cfm Total effective length (TEL) 172 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 Bdrm 2 h 2036 94 81 0.292 6.0 Ox 0 VIFx 12.2 70.0 Bdrm 3 c 2316 81 102 0.259 6.0 Ox 0 VIFx 22.8 70.0 Bdrm 3 Wic h 373 17 13 0.265 4.0 Ox 0 VIFx 20.6 70.0 Bth 2 c 771 29 34 0.316 4.0 Ox 0 VIFx 5.9 70.0 Bth 3 h 1260 58 45 0.295 4.0 Ox 0 VIFx 11.3 70.0 Dining c 3883 110 171 0.181 7.0 Ox 0 VIFx 42.3 90.0 SO Family/Great rm h 4155 191 158 0.139 8.0 Ox 0 VIFx 67.3 105.0 st2 Kitchen C 2100 70 92 0.183 6.0 Ox 0 VIFx 41.0 90.0 SO Laundry C 928 28 41 0.191 4.0 Ox 0 VIFx 35.6 90.0 SO M.Bth h 1090 50 14 0.179 5.0 Ox 0 VIFx 43.8 90.0 st1 M.wc c 62 0 3 0.142 4.0 Ox 0 VIFx 64.5 105.0 st2 M.wic c 62 0 3 0.182 4.0 Ox 0 VIFx 41.6 90.0 SO Master bdrm h 3306 152 96 0.144 8.0 Ox 0 VIFx 61.1 105.0 st2 Open to Below h 2589 119 105 0.254 7.0 Ox 0 VIFx 24.6 70.0 Pwdr h 1283 59 36 0.193 5.0 Ox 0 VIFx 34.4 90.0 SO loft c 3784 101 167 0.272 7.0 Ox 0 VIFx 18.4 70.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st2 Peak AVF 343 257 0.139 437 12.0 0 x 0 VinlFlx st1 st1 Peak AVF 661 614 0.139 618 14.0 0 x 0 VinlFlx C wri htsoft' 2017-Jun-20 09:20:21 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ACCA... okePrestonCGRN\Lot305Thorn brookePrestonCGRN.rup Calc = MJ8 House faces: N Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx c wri htsoft' 2017-Jun-20 09:20:21 1. 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCA...okePrestonCGRN\Lot305ThornbrookePrestonCGRN.rup Calc = MJS House faces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot305ThornbrookePrestonCGRN 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 6/20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 6/20/2017 8:51:02 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot305ThornbrookePrestonCGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 1989 sq.ft. Cond. Volume: 18299 cu ft. Envelope Leakage Test Results Regression Data: C n: a Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): E LA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: SHE ST4 2'. A. 0 lir 6/20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential whole building Performance and Prescriptive Ivletnoas ADDRESS: Permit Number: FL , MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)NII 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. 6/20/2017 8:51 AM 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 60oC). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 6/20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 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 40oF. 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. 6/20/2017 8:51 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 0 4 42'x42' A/C Slab yc, By Builder Min, PAD 2' from Wall earI •rac N COZ 'k- PaI : _ i O N CO E BEDROOM2 a ` "a s IOx6 ]wca l r R-SU' 14xew FAMILY ROOMK80 7 D. 160 12x12 / 14x8 lwcd 3" bath duct 95 lop"-•' s g to wall cap 4x112:ag 3' bath duct 91 2x6 sws w/fan 5 MAtorooforwall1 ' ry$-j2x1 .rag Nutone 696RNB , Cap W/fan X1• 1 I•m as-------- y --- \ MIOx6 115d re 12' ATMNutone696RNBaae 4 L i N m Q Q b& O '4 • r+ Z Wx7' asnine; ec 4 DINING ROOM N IDrrrw`uwn^n""r 24ic'j' w - 9 s al NWNI 165 .: 4 Bx 12x6 ]wcd 4' 4 W W M7. T wuYer nduct 5 wo 11 cap pe dryer v nt box fig if--1 °"1 F- 0Ton O r-I Fbiw[- BATH UilL 4 9' 2 rag ox6 1 a 3„ bath duct qp4 cd 4' S 61 i\ ioswe 12xI2 r I 45 a Ye ] Ox6• pwcd04. awawr 0° „ lwcdt0WallCapwacx690 OOM 3 W/ f a n w 5 5 Ongcc. a° Nutone 696RN s al 'E• j ro'' I PWDR D Y i w, e. IF alwc xr-----' 15 aurF ze 1 etv. jxieuwx 10x12' IronFea JLJ 3. 0 TON Plen/SKW 2240V 1PH byy e •® c_-_. i z latformL--- J O CaleM1/8'=1'0' ii I I ran 1G4RXE W V 2 ED o M O tr IE°rBrwF ransfer d-t./grilAl, t lorida Residential Building Code - 1416024 a 0 M Z glanced Return Air, exceptions 1-3. J ( i0 I I Builder must provide res utricted 1 Inch Ipy a"I fO?,!"'!' 1 ndercut on doors tonr habitable roomsMJW Ee Nxuexrw II i I i I Yxnlgm wxw xe H J H Z O iwa,soxaw. we ooae ia'. N Cn W > Z O Z O W J Q H M F- Q J O 1:5 Q c-- Must have a minimum clearance of 4 inches around the at handler per t e State Energy code. All duct has an r=6 Insulation value. m CL J (n 0 0 i 3" WASTE - --- - -- 1 FA5 ST i1C F 3 Ni3 F1C3C3R - AA V - TERWtN,'.•TIN(3 To 1ST FLOOR- K IITCHEN J I- i • 3•-•- : MASTER BATH ' r ! - i i I WM ! TAYLOR MORRISON HOMES THORNBROOKE S.F.;- Y3 HOUSE TYPE: PRESTON Y- LOT 305 f _.... _ - -- -;_-r "7"- POWDER-BATH-Y-- 1ST FLOOR i u Lj BATH 2 TAYLOR MORRISON HOMES THORNBROOKE S.F. HOUSE TYPE; PRESTON LOT 305 2ND FLOOR 41^ v BATH 3 j 3" AWASTE STACK FROM 2ND FLOOR TERMINATING TO 1ST FLOOR J---- J t DESCRIPTION AS FURNISHED: Lot 305, THORNBROOKE PHASE. 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED T0: Taylor Morrison of Florida, Inc. RECORD COPY LOT 290 I I I N 00010' 44" W I 40. 00' 1 LOT 305 l 34.80' 34.80" JjJ U i Q 9.0, 5. 00' e i CONC. 5, 00' 17. 8' 8.2 4. 0 5.00' r 8" RECESS FOR POCKET SLIDER co O PROPOSED RESIDENCE r} d b MODEL PRESTON - C ' O f p LOT 306 CO ° n2 LOT 304 CO COVERED o ENTRY 5. 00' 70N111Nrf 8 2Z Ok to construct single family home with setbacks and impervious area 21 3' 5.00' shown on plan. DRIVE 25. 20' 25.20' j 10UTIL ESMT. ry 5' CONC. WALK (PC) 3' INLETFLARES ___..._..._......................................................—_... CURB ON LOT .AREA CALCC/CAPON LOT 4, 800 B.B.) S 00° > 0' 44" E LIVING- 1, I ::.F . GARAGE = 4, 5 .1r `,0 i 1. DRAINAGE INLET 40, 00' 1iNTRY = 74 SO.i SCALED FROM REAR PAPO= 2 CIVIL PLANS BREEZEWAY= N/A 50.F i. NOT FIELD VERIFIED) RED ROSE LANE DRIVEWAY 4'03 50' R/ W) TRACT I A/C PAD _ 9 SC).; 7. WALKWAY - 67 SO.r'T. UTILITY & ACCESS R/W IMPERVIOUS- 45.6 2,188 SO.F7. SOD 2, 6 17. S(?. FOFFL074RF:rCAC iLATION;;: 440 AI ON = 110 SO.F7 PROPOSED FINISHED SPOTGRADEELEVATION ' _ PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK = 200 PROPOSED DRAINAGE FLOW FRONT = 25' NOT A S URVF., Y .,,1_+0_L F LOT GRADING TYPE A REAR = 15' ro..Al...... S: PROPOSED INFORMATION SHOWI I AREA 5,240 `O PROPOSED F.F. PER PLANS = 23.9' t} SIDE = 5. 0' BASED ON SUPPLIED PLAN DRIVEWAY SIDE CORNER = 10' -AND OR .INSTRUCTIONS PER SIDEWALK = ,,267 PROPOSED GRADE PERCONSTRUCTIONPLAN + CI_IEiJT"(PJOT FIELD VEI'ZIF"fE:O) I SOD 2,742 SZ .'-;. CRUSENWYETR-SCOTT & ASSOC) INC. - LAND SURVLTYOR,ST LEGEND - LEGEND - P = PLAT P. OJ_ = POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F = FIELD TYP, = TYPICAL NOTES: IRON PIPE P, R.C. = POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.P.LR. =IRON RODP.C.C. = POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C.H. CONCRETEMONUMENTRAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. ET LR. = 1/2' LR. r/qLB 1596 N.R. • NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. - RECOVERED CA = WITNESS POINT OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.B. = POINT OF BEGINNING CALL. • CALCULATED P.O.G = PODIT OF CDMMENCCMENT P.R.M, •PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. @ CENTERLINE F. F, = FINISHED FLOOR ELEVATION 5, THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N&D = NAIL & DISK B.S.L. BUILDING SETBACK LINE S. DIMENSIONS SHOWN FOR THE LOCA77ON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/w - RIGHT-OF-WAY B.M. DENCHMARK 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS. BASE BEARING (B.S.) ESMT, • EASEMENT B.B. BASE BEARING " DRAIN. - DRAINAGE B. ELEVATIONS, jr SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIi.. = UTILITY Q. CERTIFICATE OF AUTHORIZATION No. 4598, CLFC. CHAIN LINK FENCE WD.FC. = WOOD FENCE C/D = CONCRETE LOCK P.C. POINT OF CURVATURE SCALE F- 1 • s 20- DRAWN BN Y!1P. P.T. = OF TANGENCY DESC CERTIFIED BY: D^TE - ORDER Na__ ON DESC. •DESCRIPTI-- R = RADIUS L . ARC LENGTH PLOT PLAN 06-19-17 2490-17 D = DELTA C CHORD C. B. CHORD BEARING NORTH -- ss r THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN - --- --- W THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM' T X GRUSENI - R, R.L.S. 4714 ZONE X' MAP I 12117C 0055 F JAM W. 'Co" R.LS RECORD COPY e j- aL EeEzEea eSe7vieEnC. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN PRESTON 1989 SOFT GENERAL LIGHTING X 3 VA PER SO FT But 5967 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA c 3000 VA 1 LAUNDRY CIRCUIT AT 94fvpO R0 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 0 A Rn 12000 VA 1 WATER HEATER tE 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER # 1 7- 2 3 6 55000 VA 1 DISPOSAL (113 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 33413 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23413 VA x . 4 9365 VA TOTAL NET GENERAL LOAD 19365 VA 3 TON HEAT PUMP #1 22.1 AMP X 240 VA = 5304 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 8 KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19365 VA NET TOTAL HEAT 10504 VA TOTALLOAD 29869 VA CALCULATED LOAD FOR SERVICE 29869 VA / 240 V= 124.46 AMP RE: TB0305 - Site Information: Customer Info: Taylor Morrison Lot/Block: 305 Address: City: Sanford Lumber design values are I" accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: TB0305 Model: Preston Subdivision: Thornbrooke State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 45 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. FSeal# Truss Name Date 1 T11675422 C01 7/25/17 18 1675 339 J05 7/25/17 12 I T11675423 1 F01 1 7/25/17 19 I T11675440 I J05A 7/25/17 13 I T11675424 I F02 7/25/17 120 I T11675441 I J06 1 7/25/17 1 14 I T11675425 I F03 1 7/25/17 121 I T11675442 I J07 1 7/25/17 15 I T11675426 I F04 1 7/25/17 122 I T11675443 I J08 1 7/25/17 1 16 I T11675427 F05 1 7/25/17 123 I T11675444 I J09 1 7/25/17 17 I T11675428 F06 1 7/25/17 124 J T11675445 J10 1 7/25/17 8 I T11675429 I F07 1 7/25/17 125 I T11675446 I J 11 1 7/25/17 19 1 T11675430 1 F08 1 7/25/17 126 I T11675447 I J 12 7/25/17 110 T11675431 1 F09 17/25/17 127 1 T11675448 1 R03 7/25/17 11 I T11675432 1 F10 1 7/25/17 128 1 T11675449 1 R04 1 7/25/17 112 I T11675433 I F11 1 7/25/17 129 1 T11675450 R07 1 7/25/17 113 1 T11675434 1 F12 1 7/25/17 130 1 T11675451 R08 1 7/25/17 114 1 T11675435 1 HR 1 7/25/17 131 1 T116754521 R09 1 7/25/17 115 1 T11675436 1 H R02 1 7/25/17 132 1 T11675453 1 R 10 1 7/25/17 116 1 T11675437 1 HR03 1 7/ 25/17 133 1 T11675454 1 R11 1 7/25/17 117 I T11675438 I J04 1 7/25/ 17 134 1 111675455 I R12 1 7/25/17 j 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. sp,NFORD OFPAR, 17 - 2365 111Ill, I IN 68182 o/ * ' X STATE OF 441 0 R `' o N O INA' ,`` aquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2017 Velez, Joaquin 1 of 2 RE: TB0305 - Site Information: Customer Info: Taylor Morrison Project Name: TB0305 Model: Preston Lot/Block: 305 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 135 1 T11675456 1 R 13 7/25/17 136 1 T11675457 1 R 14 1 7/25/17 1 137 1 T1 1675458 1 R 15 1 7/25/17 1 138 1 T11675459 1 R 16 1 7/25/17 139 J' T11675460 1 RF01 1 7/25/17 1 140 T11675461 1 RGE 1 7/25/17 141 T11675462 1 RGE1 1 7/25/17 142 1 T11675463 1 V01 1 7/25/17 143 I T11675464 1 V02 7/25/17 144 1 T11675465 1 V03 7/25/17 145 1 T11675466 1 VO4 7/25/17 2 of 2 Job Truss Truss Type Qy Ply T11675422 TBO305 Cot GABLE 1 1 Job Reference (optional) builders Firstsource, ampa, Mart Orly, Honda 33556 o-H8 64U S Apr 18 2U16 MI I eK 1nd USIneS, Inc. 1 ue Jui 25 vv:bu:I a ZUl t rage 1 I D: xSEKfrrvL36Px7bU It74 W Lyyr3a-J UnvtSAds3rf72i F?kZyl H BMQGjM5O9Qj KgOm8yua7Z 0N8 Scale = 1:24.8 2-8-0 1 4-0-0 5-4-0 6-8-0 -4-0 10-8-0 12-0-0 71.4-0 114-852113-4-0 074-0- 4-0 141-0-0-a 1211- Plate Offsets (X Y)-- 6:0-1-8 Edge) [18:0-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) rT/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 75lb 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-8-12. Ib) - 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 3-1 Od (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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10ID312015 BEFORE USE. v 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 verity file applicabBity of design parameters and properly incogwrate this design into the overall building design. &acing indicated is to prevent t:wckiing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB•89 and 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 r Qtyr Ply T11675423 TBO305 F01 Floor 6 1 Job Reference (optional) 0-1-8 H1 714-0 1.5x3 II 1.5x3 = 1.5x3 = 1 2 i 1-11-12 ID:xSEKfrrvL36Px7bUIt74WLyyr3a-nhLH4oBFd zW6GRZR4BIUk0ugtfgmtay_QaIbyua7Y 6 0 T.1....ff8 Sr;ale = 1:25.4 El r 14 13 12 11 10 1.5x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TGLL 40.0 Plate Grip DOL 1.00 TC 0,68 Vert(LL) 0.14 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) 0.2011-12 863 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.!(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 9=787/0-3-8, 15=793/0-7-4 3x6 = PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1105/0, 3-4=-1817/0, 4-5=-1817/0, 5-6=-1719/0, 6-7=-1139/0 BOT CHORD 14-15=0/674, 13-14=0/1530, 12-13=0/1817, 11-12=0/1817, 10-11=0/1561, 9-10=0/694 WEBS 2-15=-1005/0, 2-14=0/658, 3-14=-651/0, 3-13=0/579, 4-13=-272/0, 7-9=-1008/0, 7-10=0/680, 6-10=-646/0, 6-11=0/312, 5-11=-334/46 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03MIS BEFORE USE. Design valid for use only with MiTek® connecters. This design is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer muss verity the applicability of design parameters and properly 6ncorl:)orate this design into the overall building design. Bracing indlcafed Is to prevent txuckling of individual truss web and/or chord members only. Additional temlxxaiy and permanent bracing MiTek Is always required for stability and to prevent collapse with possllNe personal injury and property damage. For general guidance regarding the fabricatlon, 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 Qtyr Ply T11675424 TB0305 F02 Floor 2 1 Job Referen(optiona l) 0-1-8 H i 140 1-3-12 I D: xSEKfrrvL36Px7bU It74W Lyyr3a-k3T 1 VTC W g_DE_VOggs7fNvpozU eG l i?tPlvgNTyua7 W 0-8 Scale = 1:25.4 1.5x3 1.5x3 = 1.5x3 1I 1.5x3 11 1.5x3 = 1.5x3 I 1.5x3 11 1.5x3 = 1 2 3 - 4 5 6 7 8 9 10 Ci i i i 17 16 15 14 12 L.5x3 11 3x6 = 21 Plate Offsets (X Y)-- 11-1-4 5:0-1-8 Edgej [12 0-1-8 Edge) [13:0-1-8 Edge], [16 0-1-8 Edge[ 0-8-8 2-11.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.06 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0,51 Vert(TL) -0.08 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.22 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 85lb 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 pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13,11-12. REACTIONS. (lb/size) 11=118/0-3-8, 18=587/0-3-8, 13=874/0-4-0 Max Upliftl 1 =-47(LC 3) Max Gravll=225(LC 7), 18=587(LC 1), 13=874(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-755/0, 3-4=-989/0, 4-5=-989/0, 5-6=-672/0 BOT CHORD 17-18=0/490, 16-17=0/985, 15-16=0/989, 14-15=0/989, 13-14=0/385 WEBS 2-18=-730/0, 2-17=0/405, 3-17=-351/0, 6-13=-741/0, 6-14=0/459, 5-14=-488/0, 9-12=-269/0, 7-13= 255/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 11. 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. _ e Design valid for use only with MllekR connectors. this design is based only upon parameters shown, and Is for an Individual building component notAWNatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with posslhle 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 atyr Pry T11675425 TBO305 F03 Floor B 1 Job Reference o tional c r.TeL I...IiiN.ioc Inn T o li I S fIQSn'J'J 'Jni Panes 1Buiidsri,.iS i , rainya, runt u"Y, rm!a oa vu ,...4.. .. ..y. ... ...., ..... -.. ...___...__. ... _. ID:xSEKfrrvL36Px7bUlt74WLyyr3a-CG1 Pip D8wHL5cf?OEZeuw7MgBtu817POeyeEvwyua7V 0-1-8 t_4_0 1-7-12 0 , 8-8 01 8 Scale = 1:18.7 3x4 = 3x4 = 3x4 = 1 2 3 4 5 6 7 8 I Z7! I I 13 12 11 103x4 = WA = .1x4 = 1 3x4 = 11-2-12 3x6 = Plate Offsets (X Y)-- 10 0-1-8 Edge) (12 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Videfl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.19 12-13 >681 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.27 12-13 >477 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a Na BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 64lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=594/0-3-8, 14=600/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/0, 3-4=-969/0, 4-5=-969/0, 5-6=-969/0, 6-7=-969/0 BOT CHORD 13-14=0/504, 12-13=0/1015, 11-12=0/969, 10-11=0/969, 9-10=0/505 WEBS 2-14=-751/0, 2-13=0/435, 3-13=-345/0, 7-9=-731/0, 7-10=0/707, 6-10=-366/0 Structural wood sheathing directly applied, 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) 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) 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 1,111-7473 rev. 1010312015 BEFORE USE. sqo 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 file applicability of design parameters and properly incorporate this design Into the overall iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent brachlg 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 Inrsses and buss systems, seeANSI/TPII 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 T11675426 T60305 F04 Floor 1 1 Job Reference (optional) Dwwera I euipd, —Y, "U.— o0000 0-1-8 f--i 1-4-0 1.5x3 1.5x3 = 1.5x3 = 1 2 3 4 3 11-0-4 a yi a cv iv iri ID:xSEKfrrvL36Px7bU It74W Lyyr3a-CG1 PipD8wHL5cf?0EZeuw7Mrutv517d0eyeEvwyua7V i 2-3-4 1 1.5x3 II 6 Scale = 1:18.6 7 3x6 = Plate Offsets (X Y)-- j9 0-1-8 Edgej (10:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.16 10-11 >822 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Ved(TL) -0.23 10-11 >564 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 8 n/a rl/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 62lb FT=20%F,11%E 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) 8=589/Mechanical, 12=589/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-768/0, 3-4=-935/0, 4-5=-935/0, 5-6=-935/0 BOT CHORD 11-12=0/494, 10-11=0/983, 9-10=0/935, 8-9=0/491 WEBS 2-12=-736/0, 2-11=0/419, 3-11=-329/0, 6-8=-715/0, 6-9=0/677, 5-9=-384/0 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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 - Ve ify 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 MITekJ connectors. Ihis design is based only upon parameters shown, and is for an individual Wilding component, not - - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p T building design. Bracing indicated is to ixovent buckling of individual buss web and/or chord members only. Additional temrxxpe aryandrmanent bracing lY1 le• is always required for stability and to prevent collapse with possihle personal injury and property damage. For general guidon ice regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T11675427 TB0305 FOS Floor 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 0-1-8 H 1 1-4-0 1.5x3 11 1.5x3 = 4x6 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:23 2017 Page 1 ID:xSEKfrrvL36Px7bUit74W Lyyr3a-gSbow9EmhbTxEpaCoH97SKu14H FEmW R9tcOnSMyua7U Scale = 1:19.1 3x4= 1.5x311 1.5x3 II 6xl2MT20HS= 3x411 I 1 I 11 10 9 5x8 it 8 6x8 = 1.5x3 = 6x8 = w I 6 Plate Offsets (X Y)-- 9.0-3-0 Edge) [12'0-1-8 0-0-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Verl(LL) -0.19 10-11 >680 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.28 10-11 >456 240 MT20HS 187/143 BCLL 0.0 Rep Stress incr NO W B 0.61 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 76 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-12,2-11,3-11,3-10,6-8,6-9: 2x4 SP No.2(flat) REACTIONS. (lb/size) 8=2025/Mechanical, 12=200210-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-252/0, 2-3= 2792/0, 3-4_ 3335/0, 4-5=-3335/0, 5-6=-3335/0 BOT CHORD 11-1 2=0/1 882, 10-11=0/3471, 9-10=0/3335, 8-9=0/1873 WEBS 2-12=-2654/0, 2-11=011359, 3-11= 1014/0, 3-10=-434/558, 4-10=-509/0, 6-8=-2667/0, 6-9=0/2150, 5-9=-1012/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 12 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert:8-12=-10, 1-7=-366 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 MiTekc) connectors. This design is based only ulx:>n paramelers shown, and is for an Individual bAil ding component, not a Vrrss system. Before use, the building designer must verify the applicability of design prnameters and propeiiy incorporate this design into the overall truss only. Additional temporary and permanent bracing MiTek" building design. Bracing indicated is to prevent buckling of individual web and/or chord membbers is always required for stability and to prevent collapse wish possible personal injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPi i Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Streel. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty, Ply T11675428 T80305 F06 Floor Girder t 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant city, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:23 2017 Page 1 I D:xSEKfrrvL36Px7bU I t74 W Lyyr3a-gSbow9 E mhbTxEpaCoH97SKug H HJ6md D9tcOnSMyua7U 1-4-0 3x41 — 0-4-12 1 1.5x3 I I 2 3 3x4 = 4 1.5x3 Scale = 1:1 0.0 I I II i 1.5x3 II 1.5x3 II 7 6 5 3x4 - 3x4 — 3-6..Y2 Plate Otfsets (X Y)-- f2:0-1-8 Edge] (3:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSl. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0,01 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0A8 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 23lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purtins, 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) 8=495/Mechanical, 5=604/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-720/0, 3-5=-720/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 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 (0.1 31" X 3") nails. Strcngbacks 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 (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 3=-720 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. Ibis design Is b-ased only upon parameters shown, and Is for an individual building component, not - - a truss system. Before use, the building designer muss verify the applicability of design rxlrarneters and properly incorporate this design into the overall - iii333 building design. Bracing indicated is to prevent buckling of individual tniss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tntss 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, Suile 312. Plexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty+ Ply T11675429 T80305 F07 Floor 5 1 Job Reference (optional) o ,.— —s---, —pa. ,—, —y. rronoa as000 0-1-8 H i1-4-0 1. 5x3 1. 5x3 = 1. 5x3 = 1 2 16 ID: xSEKfrrvL36Px7bUlt74WLyyr3a-8e8A7VFOSvborzgOMtlgM?YRBIhZHV11J6G7L oyua7T 2- 0-0 0, 1. 5x3 II 1.5x3 II 4 5 6 i i I 15 14 13 12 1. 5x3 ! 1. 5x3 !1 7 m 0}} 1{{8 SCdle = 1:26.6 1. 5x3 II 1. 5x3 = 8 9 3x6 = 20 ro 15- 4-12 15- 4-12 Plate Offsets (X Y)-- j6:0-1-8 Edgel j15:0-1-8 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 0.95 Vert(LL) -0.22 12-13 >840 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0,30 12-13 >611 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 10 rl/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85lb 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 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) 10=823/0-3-8, 17=830/0-3-8 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1166/0, 3-4= 1977/0, 4-5=-1977/0, 5-6=-1977/0, 6-7= 1849/0, 7-8=-1205/0 BOT CHORD 16-17=0/708, 15-16=0/1626, 14-15=0/1977, 13-14=0/1977, 12-13=0/1977, 11-12=0/1659, 10-11=0/729 WEBS 2-17— 1054/0, 2-16=0/700, 3-16=-704/0, 3-15=0/690, 4-15=-349/018-10=-1058/0, 8-11=0/728, 7-11=-695/0, 7-12= 01348, 6-12=-415/20 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) °Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10Ai MIS BEFORE USE. Design valid far use only with MiTek canneciors. This design Is Lrased only uMn parameters shown, and is for an individual building component, not - - o buss system. Before use, file building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual iniss web and/or chord members only. Additional fernporary and permanent brcx:ing MiTeke 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 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 Oty, Ply T11675430 TBO305 F08 Floor 1 1 Job Reference (optional) Builders FirstSouree. Tampa. Plant City, Florida 33566 7,640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:24 2017 Page 1 I D:xSEKfrrvL36Px7bU It74W Lyyr3a-Be8A7V FOSvborz90M_gM?YRBkhY3V?hJ6G7L_oyua7T 0-1-8 H 1 1244 04( Scale = 1:27.2 19 18 1. 5x3 ll 1. 5x3 = 1. 5x3 = 1.5x3 1.5x3 11 3x6 11 4x6 11 1 2 3 4 5 6 7 89 10 i i 1fi IS 14 13 12 11 4x6 = 1.5x3 11 15- 1-4 15-5-4 15- 1-4 6-4-6 Plate Offsets (X Y)-- 10:0-3-0 Edge] 114:0-1-8 Edge] 115:0-1-8 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 0.93 Vert(ILL) -0.20 13-14 >906 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.28 13-14 >646 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) -0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 86lb 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 pudins, 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) 10=818/0-3-8, 17=817/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1147/0, 3-4— 1917/0, 4-5=-1917/0, 5-6=-1917/0, 6-7=-1576/0, 7-8=-706/0, 8-9=-668/0, 9-10=-706/0 BOT CHORD 16-17=0/698, 15-16=0/1589, 14-15=0/1917, 13-14=0/1858, 12-13=0/1248 WEBS 10-12=0/1005, 2-17=-1040/0, 2-16=0/687, 3-16=-675/0, 3-15=0/652, 4-15= 356/0, 7-12=-808/0, 7-13=0/501, 6- 13=-431/0, 6-14=-112/374 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mick@ connectors. This design is based only upon parameters shown, and is for can Individual building component not a tnus system. Before use, the building designer must verify the applicability of design parameters and properly incoronate this design into the overall building design. Bracing indicated is to prevent buckling of Individual taus web and/or chord members only. Additional lernporary 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, 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 T11675431 TB0305 F09 Floor Girder 1 1 Job Reference (optional) I ouuaers rlrswoulce, I ellrya, rtall,l Y,,..y.., I D:xS EKfrrvL36Px7bU I t74W Lyyr3a-criYLrFODgfT6kbviBbXlzM U5uH EQkS KwtuW Equa7S 0-1-8 H; 1r40 2-01 Scale = 1:32.6 i 23 122 1.5x3 l 1.5x3 = 3x4 = 1.5x3 = 4x6 = 4x6 = 1.5x3 1.5x3 3x6 FP= 3x4 = 1.5x3 11 3x4 = 4x6 = 3x4 II 1 2 3 4 5 6 7 8 9 10 24 11 12 3x4 = 4x6 = 4x6 = 3x8 MT20HS FP= 3x4 = 3x6 = 4x6 = 4x6 = 3x4 = 18-11-4 18-11-4 Plate Offsets (X Y)-- 13 Edge 0-1-8) (18:0-1-8 Edge) (19 0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.38 16-18 >582 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.60 16-18 >374 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.06 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 105lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc puffins, except 7-12: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 21=1099/0-7-4, 13=134410-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1618/0, 3-4=-3110/0, 4-5=-3110/0, 5-6=-3110/0, 6-7=-3565/0, 7-8= 3565/0, 8-9=-3189/0, 9-10=-3189/0, 10-24= 2100/0, 11-24=-2100/0 BOT CHORD 20-21=0/949, 19-20=0/2339, 18-19=0/3110, 17-18=0/3538, 16-17=0/3538, 15-16=0/3483, 14-15=0/2919, 13-14=0/1250 WEBS 2-21 =-1414/0,2-20=0/1022, 3-20=-1103/0, 3-19=0/1263, 4-19=-644/0, 11-13=-1818/0, 11-14=0/1300, 10-14=-1252/0, 10-15=0/402, 8-15=-439/0, 6-18=-788/0, 5-18=0/337 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) 475 Ito down at 15-3-8 on top chord. The designiselection 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: 13-21=-10, 1-12=-100 Concentrated Loads (lb) Vert: 24= 395(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101WI2015 BEFORE USE. _ Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sysierrl. Before use, the building designer must verify the applicability of design parameters and properly incorr.>orate 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 brining MiTek` Is always required for slatAtity and 10 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 Qtyr Ply T11675432 T60305 F10 Floor i 1 Job Reference (optional) om rs nrsraource, amp., ram i ly, n .n o o 0-1-8 H' 140 1 23 22 ID:xSEKfrrvL36Px7bUIt74W Lyyr3a criYLrFODCjfT6kbviBbXlzQM5tUERKSKwtuW Equa7S 2-0-12 Scale = 1:32.6 3x4 = 4x6 = 4x6 = 1.5x3 11 1.5x3 II 3x6 FP= 3x4 = 1,5x3 3x4 = 4x6 = 3x4 II 2 3 4 5 6 7 8 9 10 11 12 3x4 = 4x6 = 4x6 = 3x4 = M MT20HS FP = 3x6 = 4x6 = 3x6 = 3x4 = 18-11-4 0W Plate Offsets (X Y)— 118:0-1-8 Edgel f19:0-1-8 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 0.68 Vert(LL) 0.34 16-18 >664 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) 0,52 16-18 >430 240 MT20HS 187/143 BCLL 0-0 Rep Stress Incr YES W B 0.52 Horz(TL) 0.06 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 105 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) *Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-12: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP M 31(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 13-17: 2x4 SP No.2(flat) 1-4-12 oc bracing: 16-18 WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing: 15-16. REACTIONS. (lb/size) 21=1024/0-7-4, 13=1024/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1493/0, 3-4=-2794/0, 4-5= 2794/0, 5-6=-2794/0, 6-7=-3052/0, 7-8= 3052/0, 8-9=-2575/0, 9-10=-2575/0, 10-11 =-1 554/0 BOT CHORD 20-21=0/882, 19-20=0/2141, 18-19=0/2794, 17-18=0/3104, 16-17=D/3104, 15-16=0/2913, 14-15=0/2157, 13-14=0/921 WEBS 2-21 =-1 315/0, 2-20=0/934, 3-20= 990/0, 3-19=0/1088, 4-19=-560/0, 11-13=-1340/0, 11-14=0/969, 10-14=-922/0, 10-15=0/622, 8-15=-503/0, 6-18=-612/114, 5-18=-87/256 NOTES- (6) 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 3-1 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTeM connectors. ]his 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 ixrrameters 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 ternp,arary and permanent bracing M eTek` is always required for stability and to prevent collapse with possible 1:x rsonal injury and property damage. for general guidance regarding the fabdcailon, 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty. PN T11675433 TBO305 F11 Floor 4 1 Job Reference (optional) tsunaers r-rstbource, Tampa, runt cny, rionoa ib bb 0-1-8 H1 '40 i 23 ce 22 1.5x3 1.5x3 = 1.5x3 = 4x6 = 1 2 pr cor. I D:xSEKfrrvL36Px7bU It74W Lyyr3a-41 GwYBGf_W rW 5GJnTPig4zW W LVHTzv IcZacR2hyua7 R 1-8-12 Scale: 3/8"=1' 4x6 = 1.5x3 11 1.5x3 11 3x4 = 3x6 FP = 3x4 = 1.5x3 11 3x4 = 4x6 = 3x4 I 3 4 5 6 7 8 9 10 11 12 3x4 = 4x6 4x6 = 3x4 = 3x4 = 3x8 MT20HS FP = 3x6 = 4x6 = 3x6 = 18-7-4 18-7-4 Plate Offsets (X Y)-- 118 0-1-8 Edge] (19:0-1-8 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 0.98 Vert(LL) -0.28 17-18 >771 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.44 17-18 >494 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.47 Horz(TL) 0.06 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 104lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-7: 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2(flat) *Except* 16-21: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 21=1006/0-7-4, 13=1006/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1464/0, 3-4=-2690/0, 4-5= 2690/0, 5-6=-2690/0, 6-7=-2954/0, 7-8=-2954/0, 8-9= 2509/0, 9-10= 2509/0, 10-11= 1521/0 BOT CHORD 20-21=0/865, 19-20=0/2096, 18-19=0/2690, 17-18=0/2989, 16-17=0/2833, 15-16=0/2833, 14-15=0/2109, 13-14=0/903 WEBS 2-21 =-1 289/0, 2-20=0/917, 3-20=-965/0, 3-19=0/991, 4-19=-481/0, 11-13=-1314/0, 11 -1 4=01944, 10-14=-898/0, 10-15=0/596, 8-15=-483/0, 6-18= 588/96 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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 my design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. t 0103,2015 BEFORE USE - Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before rise, the building designer must verity the applicability of design parameters and popery incorporate this design into the overall members only. Additional temporary and permanent bracing MiTek" building design. Bracing Indicated is to prevent Lxicking of Individual truss web and/or chord Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fobdcatkm, storage, delivery, erection and bracing of busses and buss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailaldefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Nexandria. VA 22314. Job ITruss Truss Type Qtye ly T11675434 TBO305 F12 FLOOR 1 1 Job Reference (optional) R uwiaers rirsraource, Tampa, riam uny, rronaa asaoo s npi - .o R - .<, .., y I D:xS EKfrry L36Px7bU It74 W Lyyr3a-YDq I mX H HlgzN iQuz17 E3dA3k_udKiKrlo6 M?b7yua7Q 0-1-8 H 1 14-0 1-11-12 Scale: 3/8"=l' 22 21 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3 11 4x6 = 1 2 3 4 5 6 1.5x3 II 46 = 7 8 9 10 11 4x6 — 4x6 - 3x6 = 3x6 - 46 - 3-7-4 9-3-0 Plate Offsets (X Y)— j12:Edge 0-1-8] (17 0-1-5 Edge] (18 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.06 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.09 14-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 105 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pLlrlin5, 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 9-3-4 except Qt=length) 12=0-4-0, 16=0-4-0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 20 except 19=-180(LC 4) Max Grav All reactions 250 lb or less at joint(s) 16 except 20=336(LC 3), 19=665(LC 3), 18=1262(LC 1), 12=1400(LC 4), 17=1979(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=0/350, 3-4=0/1231, 4-5=0/1231, 5-6=0/1231, 6-7= 998/0, 7-8= 2146/0, 8-9=-2146/0, 9-10=-1730/0 BOT CHORD 18-19=-669/0, 17-18=-1231/0, 14-15=0/1858, 13-14=0/2230, 12-13=0/1208 WEBS 2-20=-314/103, 2-19=-719/0, 3-19=-250/598, 3-18=-1071/0, 4-18=-453/0, 10-12= 1757/0, 10-13=0/798, 9-13=-764/0, 7-14=0/440, 7-15=-1352/0, 6-15=011270, 6-17=-2109/0, 5-17=-548/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except Qt=lb) 19=180. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 stiongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-20=-10, 1-11=-280 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. e Bel" Design valid for use only with MITek(O connectors. This design is based only upon paramefers shown, and is for an individual building component not a truss system. Before use, the building designer must verity the applicability of design parametersand properly incorporate this design into the overall truss members only. Addifional temporary and permanent bracing MiTeke buildingdesign. Bracing indicated is to prevent buckling of Individual web and/or chord is always required tot 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/TPH 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 Qtyr Ply T116754SS TB0305 HR Diagonal Hip Girder 4 Job eference o tional I 0.27 2017 P 1 Builders FITStSOrrrce, Tampa, Plant City, Florida 33566 1-5-0 3x4 = 7,640 s Apr 19 2016 MiTek Industries, Inc. Tue Ju 25 09.5 . age I D:xS E KfrrvL36Px7bU I t74W Lyyr3a-YDq I mX H HlgzN iQuz 17E3dA3s9ulxiTvloDM?b7yua7Q 2-9-3 2-9-3 Scale = 1:9.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr NO WE; 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014fTPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=216/0-4-9, 4=39/Mechanical Max Horz2=91(LC 4) Max Uplift2= 88(LC 4), 4=-18(LC 19) Max Grav2=216(LC 1), 4=54(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 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) 97 lb down and 102 lb up at 1-4-15, and 97 lb down and 102 Ito up at 1-4-15 on top chord, and at 1-4-15, and at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (Ib) Vert: 5=87(F=44, B=44) 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 MiTek!? 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 rnust verify the applicability of design pal ameters and properly incogporate this design into the overallbuildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiiTek` 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 Blvd. Tampa, 6904 Parke East East Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty' Ply T11675436 TB0305 HR02 Diagonal Hip Girder 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:28 2017 Page 1 I D:xSEKfrrvL36PX7bUIt74W Lyyr3a-1 QOhztivW 75EKaSAbg1190bzFIOVRg5vOt5Y7zyua7P 1-5-0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 Scale = 1:22.3 3x4 = cxv 3x4 = 5-1-9 5-1-9 9-10-1 4`8-7 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 42 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Horz2=173(LC 22) Max Uplift4=-108(LC 4), 2= 149(LC 4), 5=-90(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-835/203, 8-9=-767/222, 3-9=-757/204 BOT CHORD 2-11=-282r756, 11-12= 282/756, 7-12=-282/756, 7-13_ 282/756, 6-13=-282/756 WEBS 3-7=0/292, 3-6=-821/306 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This `truss has been designed for a 10.0 psf bottom chord five load noconcurrent :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) 5 except Qt=lb) 4=108 2=149. 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) 72 lb down and 104 lb up at 1-4-15, 72 lb down and 104 lb up at 1-4-15, 51 lb down and 53 lb up at 4-2-15, 51 lb down and 53 lb up at 4-2-15, and 94 lb down and 109 Ito up at 7-0-14, and 94 lb down and 109 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 14 lb down at 4-2-15, 14 lb down at 4-2-15, and 39 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designerper ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=89(F=45, B=45) 10_ 118(F=-59, B= 59) 13=-39(F=-20, B=-20) WARNING - Verify design parameters and READ NOTES ON THIS AND iNCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03P2015 BEFORE USE. v Design valid for use only with Milek(D connectors. This design is based only upon txararneters shown, and is for on individual building component, not - o Mi iss system. Before use, the building designer must verify the applicability of design rxtramefers and properly Incorporate this design into the overall building design. Bracing indicated is to prevent tickling of individual Muss web and/or chord members only. Additional le7rporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and prelxxty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIt Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675437 T60305 HR03 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City. Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:29 2017 Page 1 I0:xSFKfrrvL36Px7bUlt74WLyyr3a-Vcy3ADIXGRD5yk1 MBYGXib82oiLYAJM2FXr6fOyua7O 1-5-11 4-10-11 9-9-5 1-5-11 4-10-11 4-10-11 Scale = 1:29.4 8 2X4 11 3x4 = 5 5x6 I 4-10-11 41011 9-9-5 4-10-11 Plate Offsets (X Y)-- 2:0-3-11 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.13 6-7 888 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Verl(TL) 0.27 6-7 421 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.26 Horz(TL) 0.20 4 n/a IVa BCDL 10.0 Code FBC2014/iP12007 Matrix) Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-8: 2x4 SP No.2 REACTIONS. (lb/size) 8=499/0-10-4, 4=206/Mechanical, 5=310/Mechanical Max Horz8=157(LC 5) Max Uplift8=-358(LC 4), 4=-122(LC 4), 5= 194(LC 8) Max Grav8=511(LC 35), 4=206(LC 1), 5=31O(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-395/287, 2-9=-422/237, 9-10=-428/224, 3-10=-357/211 BOT CHORD 8-12=-305/347, 12-13=-305/347, 7-13=-305/347. 7-14=-305/347, 6-14=-305/347 WEBS 3-6=-420/369 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. li; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=358, 4=122, 5=194. 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) 80 lb down and 123 lb up at 1-4-4, 80 lb down and 123 lb up at 1-4-4, 53 lb down and 64 lb up at 4-2-3, 53 lb down and 64 lb up at 4-2-3, and 93 lb down and 112 lb up at 7-0-2, and 93 lb down and 112 lb up at 7-0-2 on top chord, and 30 lb down and 42 lb up at 1-4-4, 30 lb down and 42 Ito up at 1-4-4, 22 lb down and 23 lb up at 4-2-3, 22 lb down and 23 lb up at 4-2-3, and 41 lb down and 26 lb up at 7-0-2, and 41 lb down and 26 lb up at 7-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-4=-70, 5-8= 20 Continued on WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid far use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a taus system. Before use. the building designer must veity the applicability of design Ixirai note is and properly incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnernbers only. Additional temporary and pennanent bracing 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 syseen is, 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 city. Ply T11675437 TB0305 HR03 Diagonal Hip Girder 1 1 Job Reference (optional) builders Flrstbource. I ampa, Flan fitly, Honda 33566 b4V s Apr PJ Zvi b MI1 BK'—sin-,'— I ue- zn uaa-e-ir yec I D:xSEKfrrvL36Px7bU It74 W Lyyr3a-Vcy3AD IXG R D5yk 1 M8YGXib82oiLYAJM2FXr6fOyua7O LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=106(F=53, B=53) 11= 99(F=-50, B=-50) 12=8(F=4, B=4) 13= 2(F=-1, B=-1) 14=-53(F=-27, B=-27) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekn connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss systen I. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss syslerns, seeANSI/TPI1 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 Qty Ply T11675438LJobJ04Jack -Open 14 1TB0305 Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Apr ig 2u16 Mi ek industries, Inc. Tue Jul 20 09:50z9 2017 Page I D:xS EKfrrvL36Px7bU I t74W Lyyr3a-Vcy3AD IXGR D 5yk1 M8YGXibSEUi UxAN 02 FXr6fOyua70 1-0-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 5/Mechanical, 2=154/0-3-8, 4=10/Mechanical Max Horz 2=37(LC 12) Max Uplift3=-5(LC 13), 2=-47(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." wARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTek© connectors. This design is based only upon pxaramefeis shown, and is for an individual trwilding component, not a truss system. Before use, the building designer must verify the applicability of design paamx etersandproperlyincorl:xate this design into the overall q building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional lempwrary and Pei manent bracing WOW OW isalways 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 city% Pty T11675439 TBO305 J05 Jack -Open 17 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. 1 ue Jul 25 09.t,0:30 2017 Page 1 I D:xS E KfrrvL36Px7bU It74W Lyyr3a-zoW ROYJ91 ILyZucYiFnmEphKV61bvpeBU BafBSyua7N 1-0-0 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.30 VerFTL) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr YES W B 0 00 Horz(TL) 0.00 n/a n/ a. BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=179/0-3-8, 4=70/Mechanical Max Horz 2=75(LC 9) Max Uplift2=-73(LC 9), 4=-31(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.7 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milekn connectors. This design Is based only upon parameters shown, and is for an Individual (.wilding 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. &acing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional tempomw and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systei ns. se.eANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safely Information available frorn Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply T11675440 TB0305 J05A Jack -Open 6 1 Job Reference optional Builders FIr51SOUfce, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. I ue Jul 25 09:5V3U 2ul i Page 1 I D:xSEKfrrvL36Px7bU It74W Lyyr3a-zoW ROYJ91 ILyZucYi FnmEphOa6oxvpeBU BafBSyua7N 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:12.3 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 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 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 FBC2014fTP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=81/Mechanical, 2=222/0-3-8, 4=28/Mechanical Max Horz2=78(LC 12) Max Uplift3= 56(LC 12), 2=-50(LC 12) Max Grav3=81(LC 1), 2=222(LC 1), 4=56(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPi 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. v Design valld for use only \,Ath MllekO connectors. This design is based only upon paran'reters shown, and is for an indl Adual building component not a truss system. Before use, lute butldirtg designer must verity the al>licability 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 permale bracing WOW is always required for stability and to prevent collapse with possible personal injury aul properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPi i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa. FL 33610 Job Truss Truss Type Oty' Ply T11675441 TBO305 J06 Jack -Open 6 1 Job Reference (optional) Builders FIf51Source, Tampa, Plant City, Florida 33566 1-0-0 5-0-0 2x4 = 5-0-0 5-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09,50:30 2017 Page 1 i D:xSEKfrrVL36Px7bUIt74W Lyyr3a-zoW ROYJ91lLyZucYiFnmEphl76luvpeBUBafBSyua7N Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >727 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 18lb 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=158/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz2=119(LC 12) Max Uplift3= 102(LC 12), 2= 60(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 3=102. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. f0/03/2015 BEFORE USE. _ Design valid for use only with MITekO connectors. This design Is based only upon paramelers shown, and is for an individual Nil ding component, not - a truss system. Before use, the building designer rnust verify the a14Dlicability of design 1xlrarneters and properly incogwrate 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 buss systems, see-ANSi/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute. 218 N. Lee Street. Sulle 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, , Ply T11675442 TBO305 J07 Jack -Open 12 7 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 17-0-0 3x6 = 7-0-0 7-0-0 7.640 s Apr 19 2016 Walk Industries, Inc. I ue Jul 26 09:t,0:31 2017 page 1 I D:xS EKfrrvL36Px7bU It74W Lyyr3a-R_4pbuKno2UpB 1 BIGyl?nODPkW 1 feGuLj rKCkuyua7M Scale = 1:22.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.12 2-4 >654 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.31 2-4 >263 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 CodeFBC2014lfP12007 Matrix) Weight: 24lb 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 N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=21 1 /Mechanical, 2=393/0-3-8, 4=88/Mechanical Max Horz 2=161(LC 12) Max Uplift3=-125(LC 12), 2=-72(LC 12) Max Grav3=211(LC 1), 2=393(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=1b) 3=125. 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." A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. I s_ Design valid for use only with MllekO conneclors. This design is based only upon paramelers shown, and is for an individual building component. not a truss syslern. Before use, the building designer rnust 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 ternporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' Ply T11675443 TBO305 J08 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50 31 2017 Page 1 ID:xSEKfrrvL36Px7bUlt74W Lyyr3a-R_4pbuKno2UpB1 BIGyl?nODYxW 8peGuLjrKCkuyua7M 1-0-8 0-11-8 1-0-8 0-11-8 Scale = 1:14.2 2x4 11 i 0-11-8 0- 8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-8 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) 5=181/0-7-8, 3=-24/Mechanical, 4=-1/Mechanical Max Horz5=63(LC 9) Max Uplift5=-34(LC 8), 3= 32(LC 9), 4=-39(LC 9) Max Grav5=181(LC 1), 3=12(LC 10), 4=34(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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) 5, 3, 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0WO15 BEFORE USE. Design valid for use only with MiTeM) connectors. This design is based only upon parameters shown, and is for an individual building component, not - a IiUSS system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Nils design inlo the overall building design. Bracing indicated is to prevent Ixrckling of individual truss web 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 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 sty' Ply T11675444 TBO305 J09 Jack -Open 2 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:32 2017 Page i I D:xS EKfrrvL36Px7bU It74W Lyyr3a-vBdBpELPZMcgpBmxggpEKEmeOv Rq Nj8UxV3mGLyua7L 1-0-8 2-11-8 _ J 1-0-5 2-11-8 Scale = 1:19.3 5 3x4 = 2-11-8 2-11-8 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(ILL) 0.01 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.01 4-5 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13lb 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) 5=225/0-7-8, 3=78/Mechanical, 4=27/Mechanical Max Horz 5=92(LC 9) Max Uplift5=-18(LC 12), 3=-67(LC 12), 4= 1 O(LC 9) Max Grav5=225(LC 1), 3=78(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-11-8 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extchor(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 2-10-12 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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) 5, 3, 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not - a IRS system. Before Me:, 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 txtckling 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 East Blvd. fabrication, storage, delivery, erection and bracing of trusses and bu6804 Parke trusssystems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11675445 TBO305 J10 Jack -Open 2 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 T640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:32 2017 Page i I D:xS EKfrrvL36Px7bU It74W Lyyr3a-vBdBpELPZMcgpBmxggpEK EmZRvMN Nj8UxV3mGLyua7L 1-0-8 4-11-8 4x10 MT20HS I! 4-11-8 Scale: 1/2"=V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ice) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Verf(LL) 0.07 4-5 >789 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.08 4-5 >715 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.15 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 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) 5=307/0-7-8, 3=149/Mechanical, 4=55/Mechanical Max Herz 5=122(LC 9) Max Uplift5=-30(LC 12), 3=-105(LC 12), 4=-3(LC 12) Max Grav5=307(LC 1), 3=149(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-267/240 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 4-10-12 zone; end vertical left and right exposed;C-C for members and forces & WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 except Qt=lb) 3=105. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03f2015 BEFORE USE. Design valid for use only with Mllek(D connectors. This design is based only upon parameters shown, and is for an individual twildlnq component, not - a truss system. Before USE,, ifte building designer must verify the applicability of design parameters and property incorpoiaie this design into the overall building design. Bracing indicated is to prevent tackling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' Ply T11675446 TB0305 Jit Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 4xl0 MT20HS I I 6-11-8 6-11-8 6-11-8 7.640 s Apr 19 2016 MiTek Industries, Inc. I ue Jul 25 09:50:33 2017 Page 1 I D:xSEKfrrvL36Px7bU It74W Lyyr3a-NN BaOaL2KgkXQLL7NN KTs RJj BJi26AOeA9pJ onyua7K Scale = 1:29.8 Plate Offsets (X Y)-- 15:0-3-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.14 4-5 >560 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.30 4-5 >270 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.34 3 n/a rt/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=394/0-7-8, 3=220/Mechanical, 4=76/Mechanical Max Horz5=152(LC 9) Max Uplift5=-42(LC 12), 3=-152(LC 12) Max Grav5=394(LC 1), 3=220(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-336/260 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 6-10-12 zone; end vertical left and right exposed;C-C for members and forces -IMW FRS tar reactions shown; Lumber DO! 1.60 plate gr p DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5 except Qt=lb) 3=152. 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." s A 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 MiTek9 conneclors. This design is based only upon parameters shown, and is for an Individual building component, not a inrss system. Before use, the building desk,7ner must verity the at4)licability of design txlrarneiels and properly incorporate this design into file overall building design. Bracing indicated is to prevent buckling of individual It web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possliNe personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of flosses 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 Truss Truss Type Ply T71675447Job TBO305 J12 ty, MONO TRUSS 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 S Apr 19 ZUl b MI I eK Inausines, Inc. I ue Jut ZJ uv:ovo3 eu 1 i rage i I D:xSEKfrry L36Px7bU It74W Lyyr3a-N NBaOaL2Kg kXQLL7NN KTsRJ rwJcg61 PeAgpJonyua7K 3-11-4 7-0-0 3-11-4 3-0-12 Scale = 1:22.9 3x4 = ""' 3x8 II 4x6 = 4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 15.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 Rep Stress Incr NO WB 0.64 BCDL 10.0 Code FBC2014ITP12007 Matrix) 7-0-0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 1-5 >999 240 MT20 2441190 Vert(TL) -0.09 1-5 >934 180 Horz(TL) 0.02 4 n/a n/a Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1609/0-3-0, 4=1 421 /Mechanical Max Horz 1=162(LC 7) Max Upliftl=-350(LC 8), 4=-341(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1946/413 BOT CHORD 1-6=-407/1708, 6-7=-407/1708, 5-7=-407/1708, 5-8=-407/1708, 4-8=-407/1708 WEBS 2-5=-330/1679, 2-4=-2027/508 Structural wood sheathing directly applied or 3-9-15 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=350, 4=341. 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) 808 lb down and 189 lb up at 1-2-12, and 808 lb down and 189 lb up at 3-2-12, and 808 lb down and 189 lb up at 5-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for 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= 20, 1-3=-70 Concentrated Loads (lb) Vert: 6=-808(F) 7=-808(F) 8=-808(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev. 10/012015 BEFORE USE. Design valid for use only with Milek0 connectors. This design is based only upon parameters shown, and is for an individual Wilding component. not 6ainrSSsystem. Before use, the Wilding designer must verify the applicability of design parametersand properly Incorporate this design into the overall Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' buildingdesign. prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPil Quality Criteria, DSB-89 and BCSI 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 T11675448 T60305 R03 Common 4 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 Lul6 MITKAiTeK Indusiries, Inc. 1 ue JurzD vo:Du: — I / raga i I D:xSEKfrrvL36 Px7bU I t74W Lyyr3a-rZlyEwMg 5zsO2VwJx5siPfrOZj3GraXn PpYtK Dyua7J 1- 0-0 5-7-4 10-8-0 15-8-12 21-4-0 r- 0-0 + 5-7-4 5-0-12 5-0-12 -- 5-7-4 Scale = 1:38.3 4x6 = 3x4 = 3x4 — ' 3x4 — 3x4 = 3Xe — 7- 3-8 6-9-0 7-3-8 Plate Offsets (X Y)-- 12:0-1-0 Edge) 16:0-1-0 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Veri(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.21 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc putting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=99(LC 11) Max Uplift6=-188(LC 13), 2= 222(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1584/570, 3-10=-1509/584, 3-11=-1385/570, 4-11=-1296/581, 4-12=-1307/610, 5- 12= 1397/593, 5-13=-1497/612, 6-13=-1579/601 BOT CHORD 2-9=-442/1328, 8-9=-209/898, 7-8=-209/898, 6-7=-446/1342 WEBS 4-7=-1891522, 5-7= 339/263, 4-9=-1781505, 3-9=-331/259 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcflrrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=188, 2= 222. 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. 10/03/2016 BEFORE USE. Is based upon shown, and Is for an Individual Ixlllding component, not e Design valid for use only with MiTe1<6 connectors. This design only parameters a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall AdditionaltemporaryandpermanentbracingY Welk' buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Safety Information available from Truss Plate Institute. Job Truss Truss Type Qty' Ply T11675449 TBO305 R04 Common 5 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:34 2017 Page 1 I D:xSEKfrrvL36 Px7bU I t74W Lyyr3a-rZlyEwMg5zsO2VwJx5si Pfr1 gj3SradnPpYtKDyua7J 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 21 Scale = 1:38.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 14-0-8 21-4-0 7-3.8 6-9-0 7-3-8 Plate Offsets (X Y)-- 12 0-1-0 Edge) 16:0-1-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 98lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2=97(LC 11) Max Uplift2=-222(LC 12), 6=-222(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 1=-1 578/553, 3-11=-1503/567, 3-12=-1379/553, 4-12= 1290/564, 4-13=-1290/564, 5-13=-1379/553, 5-14=-1503/567, 6-14=-15781553 BOT CHORD 2-10=-392/1323, 9-1 0=-1 77/892, 8-9= 177/892, 6-8=-412/1323 WEBS 4- 8=-181/506, 5-8=-331/259, 4-1 0=-1 81/506, 3-10=-331/259 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=222, 6=222. 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 11411-7473 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 r. Before use, the building designer must vel l y the applicability of design parameters and properly incorporate this design into the overall pq building design. Bracing Indicated is 10 prevent buckling of individual buss web and/or chord rnembers only. Additional ternlwrary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 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' Pl7Job T11675450 T60305 R07 Hall Hip 1 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MI I ek Industries, Inc. Tue jut 2s u9:6u:36 2u, r rage , I D:xS EKfrrvL36Px7bU I t74 W Lyyr3a-JmJKRG N I sH_EgfVtNVoNxxs0437Tj a_HxdTl Qtfyua7l 1-0-8 5-7-8 10-11-8 if,Q-8I 015-7-8 5-4-0 0- -0 Scale = 1:40.6 3x4 II 7 2x4 (i 3x4 = 5x6 = 5-7-8 11-0-8 5-7-8 5-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.42 Horz(TL) 0-01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-10 oc bracing. REACTIONS. (lb/size) 5=479/Mechanical, 7=571/0-7-8 Max Horz 7=336(LC 9) Max Uplift5=-167(LC 9), 7=-116(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-495/205, 3-8= 445/219, 2-7=-522/367 BOT CHORD 6-7=-617/518, 5-6=-396/528 WEBS 3-5=-496/348, 2-6=-33/355 NOTES- (7) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 10-10-12 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=167, 7=116. 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 Ml1.7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MilekO connectors. Ibis design is based only upon parameters shown, and is for an Individual I:xwilding component, not a truss system. Before use, the brrilding 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 regtdred 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/TPIt Quality Criteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Type Qty Ply Tt1675451 T60305 gofiss Han hip 1 Job Reference (optional) Builders FirstSource. Tampa. Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:36 2017 Page 1 I D:xS E KfrrvL36Px7bU I t74W Lyyr3a-oytiecOwdb65Hp4i3W uAU 4x18XoYJSv4s71 zP6yua7H i -1-0-8 5-8-7 8-11-8 1 11-0-8 r t-0 5-8-7 3-3-1 2-1-0 3x6 i 3x4 II Scale = 1:37.6 8 72.4 11 6 2x4 11 6x8 = 5-8-7 i t -" 5-8-7 5-4-1 Plate Offsets (X Y)-- 14:0-3-0 0-0-7) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) i/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood 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 7-9-15 cc bracing. REACTIONS. (lb/size) 6=24 1 /Mechanical, 8=348/0-7-8, 7=462/0-11-5 Max Horz8=290(LC 9) Max Uplift6=-237(LC 9), 8=-141(LC 12) Max Grav6=241(LC 1), 8=348(LC 1), 7=475(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-299/351 BOT CHORD 7-8=-533/438, 6-7=-533/438 WEBS 3-7=-343/79, 3-6=-397/535 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 8-11-8, Exterior(2) 8-11-8 to 10-10-12 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=237, 8=141. 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 M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upan parameters shown, and is for an Individual building component, not a truss system. Before rue, the building designer must verify the applicability of design Ixiramelers and properly incorporate this design into tine 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 stabilityand 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/Tfin 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 TBO305 R09 Half Hip Girder T11675452 Tampa. I D:xSEKfrry 1-0-8 3-7-8 6-11-8 11-0-8 1-08 3-7-8 3-4-0 4-1-0 8 2x4 11 4x6 = 3x4 = 3x8 = Inc. Tue Jul 25 09:50:36 2017 r r4i3W uAU4xOHXmYJTo4s7l Scale = 1:31.6 6-11-8 6-11-8 8-2-1 1-2-9 11-0-2 n -a 2-10-1 0- -6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.06 7-8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.15 7-8 565 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix) Weight: 67 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=-34/0-7-9, 8=297/0-7-8, 7=1383/0-11-5 Max Horz8=242(LC 5) Max Uplift6= 155(LC 20), 8= 67(LC 8), 7= 571(LC 8) Max Grav6=63(LC 3), 8=297(LC 1), 7=1383(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-581/308, 5-7=-302/87 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- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 6=155 7=571. 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) 264 lb down and 310 lb up at 6-11-8 on top chord, and 339 lb down and 209 lb up at 6-11-8 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 (pif) Vert: 1-2=-70, 2-4=-70, 4-5=-70, 6-8=-20 Concentrated Loads (lb) Vert: 4=-257(F) 7=-339(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. shown, and is for an Individual binding component, not s Design valid for use only with MITekJ connectors. This design is based only upon parametersatrusssystem. Before use, the building designer must verify the applicability of ciesign parameters and property incorporate This design into the overallAdditionaltemporaryandbracing MiTek' building design. Bracing indicated Is to prevent bxlckling of Individual buss web and/or chord members only. permanent with personal Injury and properly damage. For general guidance regarding theisalwaysrequiredforstabilityandtopreventcollapsepossible fabrication. storage, dellvery, erection and bracing of trusses and truss systems, see.ANSI/TPIt Quality Criteria, DSB-89 and SCSI Building Component e East Blvd. Tampa, 6904 Parkrk33610 Salety information available from Truss Plate InsTiluie, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty' Ply T11675453 TB0305 R 1 0 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2ol b rai t ex industries, Inc. T ue dw 25 09:50:37 2017 rage I D:xSEKfrrvL36Px7bU It74 W Lyyr3a-G8R4syPYO uEyvyfucDPPOHT Ucw6R2g5D5nnXxYyua7G r1-0-Oi 3=9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 30-0-0 $1-0-0 1-00 3-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 3-9-4 1-0-0' 400 MT20HS i 4x10 MT20HS 3x8 = 3x4 = 6.00 5_2 4 16 17 5 18 _._19 20 6 21 22 7 m 2 Scale = 1:53.7 9 1 10IMa o 0 15 23 24 t4 25 13 26 27 12 28 29 11 3x12 MT20HS i 6x12 MT20HS = Sx8 = 3xg = 3x4 - 3x8 = 2x4 11 2x4 2x4 8 3 75 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) 2:0-2-9 0-1-8) (4 0-5-12 0-1-12) 7:0-5-12 0-1-12) [9:0-1-11 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.25 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.67 12-14 >533 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.66 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc puffins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2698/0-3-8, 9=2737/0-3-8 Max Horz2=-66(LC 25) Max Uplift2=-728(LC 8), 9= 765(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5365/1470, 3-4=-5150/1444, 4-16=-4652/1333, 16-17=-4652/1333, 5-17=-4651/1333, 5-18=-6308/1849, 18-19=-6308/1849, 19-20=-6308/1849, 6-20= 6308/1849, 6-21= 4727/1400, 21-22= 4728/1400, 7-22=-4728/1400, 7-8= 5236/1521, 8-9=-5450/1545 BOT CHORD 2-15=-1312/4721, 15-23=-1775/6296, 23-24=-1775/6296, 14-24=-1775/6296, 14-25=-1775/6296, 13-25=-1775/6296, 13-26=-1775/6296, 26-27=-1775/6296, 12-27=-1775/6296, 12-28=-1776/6308, 28-29=-1776/6308, 11-29=-1 776/6308, 9-11 =- 1329/4796 WEBS 3-15=-262/232, 4-15=-355/1729, 5-15=-2022/660, 5-14=0/460, 6-12=0/444, 6-11 =-1 935/591, 7-11=-319/1693, 8-11=-264/234 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=728, 9=765. 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) 160 lb down and 144 lb up at 7-0-0, 141 lb down and 144 lb up at 9-0-12, 141 lb down and 144 lb up at 11-0-12, 141 lb down and 144 lb up at 13-0-12, 141 lb down and 144 lb up at 15-0-0, 141 lb down and 144 lb up at 16-11-4, 141 lb down and 144 lb up at 18-11-4, and 141 lb down and 144 lb up at 20-11-4, and 260 lb down and 261 lb up at 23-0-0 on top chord, and 393 lb down and 105 lb up at 7-0-0, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-0, 92 Ib down at 16-11-4, 92 lb down at 18-11-4, and 92 lb down at 20-11-4, and 393 lb down and 105 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on oaae 2 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTek(5) connectors. This design Is based only upon parameters shown, and is for an Individual building component, notain= system. Before use. the building designer must verify the applicability of design parameters and property incoq)oraie 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 possltole personal injury and property damage. For general guidance regarding the fabr c:allon, 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 avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Type - 1- 7 PlyT60305T11675453 Truss Hip Girder 1 Job Reference o tional builders FIrSIbource, lampa. Plant Gny, Florida 33bbb Vb9V S MPT ,C.... MI..K ,.... i,—, IC i ue 6.00 26.7 r.ye 4 1 D:xSE KfrrvL36Px7bU I t74 W Lyyr3a-kL?S31 PA9CMpX6D5AxweZVOfLKSgnH LNK R W 4T_yua7F 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 7-10= 70, 2-9=-20 Concentrated Loads (Ib) Vert: 4=-141(F) 7=-212(F)15= 393(F) 11=-393(F) 16=-141(F) 17= 141(F)18=-141(F) 19=-141(F)20= 141(F) 21 =-141 (F) 22=-141 (F) 23=-68(F) 24=-68(F) 25=-68(F) 26_ 68(F) 27=-68(F) 28=-68(F) 29= 68(F) 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 MITek® connectors. This design Is based only upon parameters shown, and is for an Individual Wilding component, not a film system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiiTek' building design. Bracing Indicated is to prevent for to collapse with possible personal injury and property damage. For general guidance regarding theisalwaysrequiredstabilityandprevent 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. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type ---Qty' Ply T11675454 TB0305 R11 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MI I eK Industries, Inc. I Ue JUI 26 U9:JU:36 LUl I rage l I D: xS EKfrry L36Px7bU It74 W Lyyr3a-kL?S31 PA9CMpX6D5AxweZVOg PKKAnJvN KRW 4T_yua7F r1-0-Oi 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 _30-0-0 Q1-0-Q 1-0-0 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0' Scale = 1:53.5 4x6 = 3x8 = 4x6 = r 15 ° 16 6 Tc0 3x6 = 13 11 t0 3x6 = 3x8 = 3x4 = 3x8 = 2x4 1 9-0-0 15-0-0 21-0-0 30-0-0 9-0-0 6-0.0 6-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 I Vert(TL) -0.51 2-13 >700 180 BCLL 0.0 Rep Stress Incr YES W B 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz2=-83(LC 10) Max Uplift2= 254(LC 12), 8=-254(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2470/1038, 3-14— 2424/1054, 3-4= 2148/901, 4-15= 1874/873, 5-15=-1874/873, 5-16= 1874/873, 6-16= 1874/873, 6-7_ 2148/901, 7-17=-2424/1054, 8-17=-2470/1038 BOT CHORD 2-13=-846/2148, 12-13=-748/2228, 11-12=-748/2228, 10-11=-748/2228, 8-10— 854/2148 WEBS 3-13=-334/291, 4-13=-167/602, 5-13=-540/239, 5-10=-540/239, 6-10=-167/602, 7-10= 334/291 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11, Interior(1) 25-4-11 to 31-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=254, 8=254. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. I M312015 BEFORE USE. _ Design valid for use only with MiTek0 connectors. (his design IS based only upon parameters shown, and Is for an Individual Ixuilding component, not a Truss system. Before use, The building designer must verify the applicability of design parameters and pioix:rly incorporate this design into the overall ppbuildingdesign. 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, DS8-89 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 T1167sass T60305 R12 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 S Apr 19 2016 MI I eK industries, NC. Tue J01 zD [)e u:Se 2u1 / rage i I D:xSEKfrry L36Px7bIJ It74W Lyyr3a-CXZrH dQowW UgBGoH keRt6iZrukiKW rsW Y5GdORyua7E rt-O-Oi 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 31-0-0 1-0-0 5-2-12 8-0-0 5-2-12 5-9-4 1-0-0' 5x6 = 1516 3x6 = 3x4 = - 3x4 — 3x4 = 7-9-4 15-0-0 7-4-a 7-2-12 5x6 = 3x4 = Scale = 1:53.5 3x6 = T 0 Plate Offsets (X Y)-- 4 0-3-0 0-2-01 j5 0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 GSL DEFL. in loc) i/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.12 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL)-0.3311-12 999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.19 Horz(TL) 0.12 7 rda rn/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc puffins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=-100(LC 10) Max Uplift2=-272(LC 12), 7=-272(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-2470/975, 3-13-2390/990, 3-14=-2241/948, 4-14=-2091/966, 4-15-1726/806, 15-16=-1726/806, 5-16=-1726/806, 5-17-2091/966, 6-17=-2241/948, 6-18=-2390/989, 7-18=-2470/975 BOT CHORD 2-12=-779/2121, 12-19=-524/1677, 19-20=-524/1677, 11-20-524/1677, 10-11=-532/1677, 10-21=-532/1677, 21-22=-532/1677, 9-22=-532/1677, 7-9=-788/2121 WEBS 3-12=-329/281, 4-12=-1791520, 5-9=11.79/520, 6-9=-329/281 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=272, 7=272. 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 TPl 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. this design is based only upon laararneters shown, and is for an Individual building component, notDesignvalidforuseonlywithMiTek® connectors. a 1rUSS system. Before use, the building designer must verify the applicability of design paiarneters 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 stabilliy and to prevent collapse with possible personal inluryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systenns, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' Ply T11675456 TBO305 R73 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 Z640 s Apr 19 2016 MI I ek Industries, Inc. I Lie Jul 25 09:SU:40 2U1 t rage 1 I D:xS EKfrrvL36Px7bU It74W Lyyr3a-gj6D UzRRhpcXmQNTI Lz6ev5xi816FHQgnl?BYtyua7D 7-9-4 1 13-0-0 1 15-0-0 17-0-0 22-2-12 30-0-0 ,31-0-1 7-9-4 5-2-12 2-0-0 2-0-0 5-2-12 7-9-4 1-0-0 3x8 MT20HS 2x4 3x8 MT20HS Scale = 1:53.5 3x6 = 13 12 10 3x6 = 2x4 3x4 2x4 15-0-0 7-0-d 3x8 = 7-2-12 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.15 12 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.46 12-13 778 180 BCLL 0.0 * Rep Stress Incr YES WB 0.30 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.1 *Except* 4-6: 2X4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=-1 16(LC 10) Max Uplift2=-287(LC 12), 8=-287(LC 13) 30-0-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 141 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 1 Row at micipt 3-12, 7-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2390/887, 3-14=-2273/909, 3-15=-1658/737, 4-15=-151Of754, 4-5=-1403/723, 5-6=-1403/723, 6-16=-1510/754, 7-16=-1658/737, 7-17=-2273/909, 8-17=-2390/887 BOT CHORD 2-13= 682/2021, 12-13=-682/2021, 11-12=-690/2021, 10-11=-690/2021, 8-10=-690/2021 WEBS 3-13=0/337, 3-12=-732/378, 5-12=-239/793, 7-10=0/337, 7-12=-732/378 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, interior(1) 21-2-15 to 31-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=287, 8=287. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiiekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not a If uss system. Before use, II-e building designer must verify the applicability of design parameters and properly incorporate this design into the overall g building design. Bracing indicated is to prevent buckling of individual truss web mand/or chord members only. Additional temporary and permanent bracing IYI iTek` is always required for stability and to prevent collapse with posslhle 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 ltuss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty' Ply T11675457 TBO305 R 1 4 Common 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0i 7-9-4 1-00 7-9-4 15-0-0 7-2-12 4x6 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:41 2017 Page 1 I D:XSEKfrrvL36PX7bUIt74W Lyyr3a-8wgbiJS3S7kOOaygr3ULB7e6_YOF_ixpOPlk4Jyua7C 22-2-12 1 30-0-0 7-2-12 7-9-4 1-0-0' Scale = 1:52.6 3x6 = 3x6 = 3x4 = 4x6 = - 3x4 — 10-2-3 19-9-13 30-0-0 10-2-3 9-7-11 102-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(ILL) 0.35 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.71 8-10 506 180 BCLL 0.0 * Rep Stress Incr YES WB 0A1 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 137lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. Max Horz 2=133(LC 11) Max Uplift2= 300(LC 12), 8— 300(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2369/813, 3-13=-2267/835, 3-4=-2076/802, 4-14=-1946/814, 5-14=-1941/826, 5-15=-1941/826, 6-15=-1946/814, 6-7=-2076/802, 7-16= 2267/835, 8-16=-2369/813 BOT CHORD 2-12= 599/2016, 12-17=-275/1326, 11-17=-275/1326, 11-18=-275/1326, 10-18=-275/1326, 8-10=-620/2016 WEBS 5-10=-265/819, 7-10=-522/374, 5-12=-265/819, 3-12= 522/374 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=300, 8=300. 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 MiTek,& connectors. This design Is based only upon parameters shown, and is for an individual txtilding component, not - a truss system. Before use, the building designer must verily the applicability of design pararnellers and properly Incorporate Ibis design into the overall building design. Bracing indicated Is to prevent buckling of individual inns web and/or chord members only. Additional temporay and permanent bracing MiTek` IS always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of 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 Ply T11675458 T80305 Rt5 Rooi Special Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:42 2017 Page 1 I D:xSEKfrrvL36Px7bU 1t74W Lyyr3a-c6EzvfShDRsF?kXs P m?ajKBJbxotj3xyE3U I clyua7B r1-0-Oi 4-11111-4 9-4-0 11-8-0 1 13-10-11 18-5-5 23-D-D 26-2-12 30-0-0 31-0-0. 1-0-0 4-11-4 4-4-12 2-4-0 2-2-11 4-6-11 r 4-6-11 3-2-12-0-o, 4x6 11 2x4 = 4 5x6 8x14 MT20HS Scale = 1:54.4 3x8 5- 18 17 16 14 1a _ 6x12 MT20HS = 5X8 2x4 5x8 = 2x4 it 6x8 = 5x8 = 4-11-4 9-4- 13-10-11 18-5-5 23-0-0 30-0-0 4-11-4 4-4-12 I 4-6-11 4-6-11 4-6-11 7-0-0 Plate Offsets (X Y)-- 2 0-2-10 0-1-81 [9 0-11-14 0-3-41 [11 0-1-11 Edge) [14:0-3-8 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.26 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.72 14-16 >498 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.81 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 194 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc purlins. 4-5: 2x4 SP No.1, 6-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 7-17, 8-13 WEBS 2x4 SP No.3 *Except* 4-17: 2x4 SP M 31 REACTIONS. (lb/size) 2=2231/0-3-8, 11=3028/0-3-8 Max Harz 2=87(LC 7) Max Uplift2=-509(LC 8), 11=-833(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4313/979, 3-4=-3939/990, 4-5=-3641/917, 5-6=-308/83, 5-7=-3547/878, 7-8=-7097/1937, 8-19_ 5376/1521, 19-20=-5374/1521, 9-20=-5373/1520, 9-10=-5919/1641, 10-11=-6090/1697 BOT CHORD 2-18=-851/3779, 17-18=-851/3779, 16-17=-1518/6374, 15-16=-1518/6374, 14-15=-1518/6374, 14-21=-1778/7097, 21-22=- 1 778/7097,13-22=-177EgO97, 11-13=-1447/5366 WEBS 3-17=-415/226, 6-17=-582/2414, 4-6= 761/3073, 7-17=-3524/995, 7-14=-677/1015, 8-14=-96/1021, 8-13=-2173/548, 9-13=-363/1947 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=509, 11=833. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 144 lb up at 19-8-12, and 181 lb down and 144 lb up at 20-11-4, and 309 lb down and 261 lb up at 23-0-0 on top chord, and 1401 lb down and 361 lb up at 18-8-12, 92 lb down at 19-8-12, and 92 lb down at 20-11-4, and 393lb down and 105 lb up at 22-11-4 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev, 10/03/2075 BEFORE USE. _ ®® Design valid for use only with MITek6, connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not g a truss system. Before use, the building designer must verity The applicability of design parameters and properly Incorporate this design into the overall p i building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with possitAe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' Ply T11675456 TB0305 R 1 5 Root Special Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 4-5=-70, 5-9=-70, 9-12=-70, 2-11=-20 Concentrated Loads (Ib) Vert: 9=-212(B)14=-1401(B)13=-393(B)19=-141(B)20= 141(B)21=-68(B)22=-68(B) 7.640 6 Apr 19 2016 MI I sk Industries, Inc. I ue Jul 25 09:50:4z 2011 Page z I D:xSEKf rrvL36Px7bU It74W Lyyr3a-c6EzvfShDRsF?kXsPm?aj KBJbxotj3xyE3U Iclyua7B WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek(D connectors. This design Is based only upon Iarameters shown, and is for an Individual building component, not - a truss system. Before Use, the building designer must verity the applicability of design parameters and properly incorporate this design into, the overall building design. &acing indicated Is to prevent buckling of individual inns web and/or chord members only. Additional temi: ovary and permanent bra!:6'1g MiTek` is always required for stability and to prevent collapse with possible per 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 i Job Truss Type PlyTB0305 Truss R76 Common FQy 1 Job Reference (optional) Builders Firs1SOUTCe, Tampa, Plant City, Florida 33566 7.640 s Hp! ,s 2016 mi r ek nwus ems,jr.c. u a I D:XSEKfrrvL36PX7bUlt74W Lyyr3a-c6EzvfShDRsF?kXsPm?ajKBOLxiCjCOyE3U Iclyua7B 1-0-0 4-11-4 9-4-0 13-8-12 18-8-0 1-0-0 4-11-4 4-4-12 4-4-12 4-11-4 Scale = 1:33.8 4x6 = 3 3x6 = 5X8 = V^V I2i0 9-4-0 18-8-0 9-440 9-4-0 Plate Offsets (X Y) 17:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.40 6-7 >554 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 82 to FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=828/Mechanical, 2=913/0-3-8 Max Horz2=88(LC 11) Max Uplift6=-169(LC 13), 2= 198(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1395/544, 3-8=-1350/560, 3-9= 1043/408, 4-9= 962/419, 4-10= 962/437, 5-10=-1044/422, 5-11= 1332/585, 6-11=-1413/576 BOT CHORD 2-7=-432/1196, 6-7=-437/1220 WEBS 4-7=179/606, 5-7=-418/295, 3-7= 394/283 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-4-0, Exterior(2) 9-4-0 to 12-4-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=169, 2=198. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent twck6ng of individual truss web 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 property damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss system6904 Park s, seeANSI/TPI I Quality Criteria, DSO-89 and BCSI Building Component Tampa, Parke 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Job Truss Truss Type Qty Ply T11675460 T60305 RF01 FLOOR 1 21 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:43 2017 Page 1 I D:xSEKfrrvL36Px7bU It74W Lyyr3a-41oL6?TJzk_6dt62zU W pGYjVfL6HSU 06Tj ErgCyua7A 2-0-5 3-10-14 5-9-7 7-9-12 r 2-0-5 1-10-9 1-10-9 2-0-5 5x8 = 1 2x4 2 5x8 = 3 10 6x12 MT20HS II THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. 2-0-5 3-10-14 1-10-9 2x4 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.05 8 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.13 7-8 671 180 BCLL 0.0 * Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* BOT CHORD 1-9,3-9,3-7,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 10=5716/0-5-5, 6=6050/0-5-4 Max Horz 10=54(LC 7) Max Uplift10=-1471(LC 4), 6=-1557(LC 5) Max Grav 10=6590(LC 15), 6=6992(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-5015/1132,1-2=-7801/1732, 2-3=-7801/1732, 3-4=-8597/1907, 4-5=-8597/1907, 5-6— 5555/1248 BOT CHORD 10-11=-119/383, 11-12=-119/38319-12=-119/383, 8-9=-2861/12846, 8-13=-2861/12846, 13- 14=-2861/12846, 7-14= 2861/12846, 7-15=-100/391, 15-16=-100/391, 6-16=-100/391 WEBS 1-9=-1964/8851, 3-9=-6002/1337, 3-8=-1254/5852, 3-7=-5054/1126, 5-7=-2165/9789 Scale = 1:15.4 5x8 = 6x12 MT20HS I I 12 PLATES GRIP MT20 244/ 190 MT20HS 1871143 Weight: 104 lb FT = 20 Structural wood sheathing directly applied or 4-0-12 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) 2-ply truss to be connected together with 1Od (0.131"xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-8 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=1471, 6=1557. 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) 1190 lb down and 258 lb up at 1-8-0, 1190 lb down and 258 lb up at 3-8-0, 1190 lb down and 258 lb up at 4-3-0, 1190 lb down and 258 lb up at 6-3-0, 285 lb down and 62 lb up at 1-8-0, 567 lb down and 123 lb up at 3-8-0, 2396 lb down and 520 lb up at 4-8-0, 697 lb down and 151 lb up at 6-8-0, 182 lb down and 40 lb up at 0-8-8, 1349 lb down and 292 lb up at 1-8-0, and 980 lb down and 212 lb up at 3-8-0, and 1903 lb down and 413 lb up at 4-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 3nued on page 2 1 t WARNING- Verity designparametersand READ NOTES ON THIS AND INCLUDED M1TEX REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek(D connectors. This design is based only upon parameters shown, and is for an Individual building component not - a truss system. Before use, the building designer must verify the applicability of design parameters and piopeiiy incorporate this design into the overall building design. &acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporay and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Ply IJob T11675460 TB0305 RF01 FLOOR 1 2 Job Reference (optional) builders hlrsl6ource, Tampa, Flant fitly. Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:43 2017 Page 2 I D:xSEKfrrvL36Px7bU It74W Lyyr3a-4l oL6?TJzk_6dt62z U W pGYjVfL6H SU06Tj Er9Cyua7A LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 6-10=-20 Concentrated Loads (lb) Vert: 8=-2313(F=-1006, B=-479) 11=-154 12= 2387(F= 1006, B= 241) 13=-1006(F) 14= 3634(B=-2025) 15= 1006(F) 16= 589(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev, 1010312015 BEFORE USE. e_ Design valid for use only with Mllek® connectors. This design Is based only ulrin parameters shown, and is for an individual (:wilding component, not - a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Inlo the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek` IS always required for stability and to prevent collapse with leossible personal Injury and property damage. For general guidance regardhg the fabrication, storage, dellvery, 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 T11675461 TB0305 RGE GABLE 1 1 Job Reference (optional) Builders FirslSource. Tampa, Plant City, Florida 33566 7.640 s Apr 19 2U16 rni I ex industries, Inc. i ue um 25 09:50:44 tot r rage 1 I D:xSEKfrrvL36Px7bU It74W Lyyr3a-ZVMkKLUxk26zF 1 hEXB 12plG kGIQrB3RFiNzOheyua79 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 1 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale = 1:40.3 4x6 = I 0 3x4 = 3x4 = 3x4 = 3x8 = 10-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.07 9-11 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 0.18 9-11 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.07 6 n/a rVa BCDL. 10.0 Code FBC2014/fP12007 Matrix) Weight: 127lb 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=1281/0-8-0, 6=1281/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-405(LC 8), 6=-405(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2047/648, 3-4=-1395/480, 4-5=-1395/480, 5-6= 2047/648 BOT CHORD 2-26=-581/1734, 26-27=-581/1734, 27-28=-581/1734, 11-28=-581/1734, 11-29=-581/1734, 29-30= 581/1734, 10-30=-581/1734, 9-10= 581/1734, 9-31=-492/1734, 31-32= 492/1734, 8-32= 492/1734, 8-33= 492/1734, 33-34=492/1734, 34-35=-492/1734, 6-35= 492/1734 WEBS 4-9=-301/854, 5-9=-665/318, 5-8=-64/278, 3-9=-665/318, 3-11=-63/278 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 100 lb uplift at joint(s) except Qt=lb) 2=405, 6=405. 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) 47 lb down and 24 lb up at 2-0-0, 50 lb down and 47 lb up at 2-8-0, 50 lb down and 47 lb up at 4-8-0, 50 lb down and 47 lb up at 6-8-0, 50 lb down and 47 lb up at 8-8-0, 50 lb down and 47 lb up at 10-8-0, 50 lb down and 47 lb up at 12-8-0, 50 lb down and 47 lb up at 14-8-0, 50 lb down and 47 lb up at 16-8-0, and 50 lb down and 47 lb up at 18-8-0, and 47 lb down and 24 lb up at 19-4-0 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 ontinuea on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. BetDesignvalidforuseonlywithMITek(1 connectors. This design Is based only upon parameters shown, and is for an individual building component, not iatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallAdditionaltemporaryandpermanentbracing MiTek' building design. Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI 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 QTy Ply T11675461 T60305 GABLE 1 1IRGE Job Reference (optional) builders FIrS150Urce, lampa, Flan cny, Flonaa 6,35titi I D:xSEKfrrvL36Px7bU It74W Lyyr3a-ZVMkKLUxk26zF 1 hEXB 12plGkGIQrB3RFiNzOheyua79 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 4-7=-70, 2-6=-20 Concentrated Loads (Ib) Vert:9=-50(B) 26= 32(B) 27=-50(B) 28=-50(B) 29=-50(B) 30= 50(B) 31=-50(B) 32= 50(B) 33=-50(B) 34=-50(B)35=-32(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIb7473 rev. 1010312015 BEFORE USE. __.ER Design valid for use only with Milek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, notAMhissssystem. Before use, the building designer must verify the applicability of design parameters and prorerly I ncogwrale this design into the overall building design. Bracing Indicated Is to prevent buckling of individual miss web and/or chord members only. Addllional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possltMe 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 Criterio, 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 ty Ply T11675462 T60305 RGE1 GABLE 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.64u s Apr la ztn 6 mi i eK rnausines, inc. i us ow en va:ov:vo ev i r Page 1 ID:xSEKfrrvL36Px7bUIt74WLyyr3a-1 hw6XhVZVMEgsBGR4vYHLzpvQ9otwYXPxljyD4yua78 1-0-0 4-11-4 9-4-0 13-8-12 _ 18-8-0 19-8-0 1-0-0 4-11-4 4-4-12 4-4-12 4-11-4 1-0-0 Scale = 1:34.4 4x6 = 3x4 = Sxa — SX8 = 4-11-4 9-4-0 13-8-12 18-8-0 4-11-4 4-4-12 4-4-12 4-11-4 Plate Offsets (X Y)-- j9:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.06 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.14 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1140/0-3-8, 6=1140/0-3-8 Max Horz 2=86(LC 33) Max Uplift2=-359(LC 8), 6=-359(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1876/602, 3-4=-1291/458, 4-5=-1291/458, 5-6=-1876/602 BOT CHORD 2-23=-540/1601, 23-24=-540/1601, 10-24=-540/1601, 10-25=-540/1601, 9-25=-540/1601, 9-26=-461/1601, 8-26=-461/1601, 8-27=-461/1601, 27-28=-461/1601, 6-28=-461/1601 WEBS 4-9=-297/813, 5-9=-604/279, 3-9=-604/278 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 100 Ito uplift at joint(s) except Qt=lb) 2=359, 6=359. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) of other connection device(s) shall be provided sufficient to support concentrated load(s) 47 lb down and 24 lb up at 2-0-0, 50 Ito down and 47 lb up at 3-0-12, 50 Ib down and 47 lb up at 5-0-12, 50 lb down and 47 Ito up at 7-0-12, 50 lb down and 47 lb up at 9-0-12, 50 to down and 47 lb up at 9-7-4, 50 Ito down and 47 lb up at 11-7-4, 50 lb down and 47 lb up at 13-7-4, and 50 Ib down and 47 Ito up at 15-7-4, and 47 lb down and 24 ib up at 16-8-0 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 ontinued on page 2 y WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 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 Wilding component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent l:xlckllng of individual truss web and/or chord rneml ers only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possitNe personal injury and property damage. For general guidance regarding the fabricatlon, storage. delivery, erecilon and bracing of trusses and truss systems, seeANSI/TPit 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 T11675462 TBO305 RGE1 GABLE 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 r.64u s Apr is evi o mi r eK inausures, inc. rue vui 25 va.ov.45 cv i r r,q, c I D:xSEKfrrvL36Px7bU It74W Lyyr3a-1 hw6XhVZV MEgsBGR4vY H LzpvQgotwYXPx 1 jyD4yua78 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 2-6=-20 Concentrated Loads (lb) Vert:9=-100(B) 8=-50(B)10=-50(B) 23=-32(B) 24=-50(B) 25= 50(B) 26=-50(B) 27=-50(B) 28=-32(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. M _ Design valid for use only with MiTek© connectors. This design is based only upon parameters shown. and is for an individual txttltlfng component, not a trrrss systern. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ii building design. Bracing Indicated is to prevent txickling of individual truss web and/or chord members only. Additional terns 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 MISS systems, seeANSi/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply T60306 Vol Valley 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a0 2x4 i 2-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:46 2017 Page 1 I D:xS E KfrrvL36Px7bU It74W Lyyr3a-VtU U 11 W BGfMhULrdec3W uAL9BZHff3cYghSVmXyua77 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=30(LC 9) Max Upliftl=-11(LC 12), 3= 17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. I( Design valid for use only with MITek® connectors. This design is based only upon paramelers shown, and Is for an Individual building component, not C-! Cl truss system. Before use. the building designer must verify the applicability of design pa ameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectIon and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsfiMe. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T71675464 TBO305 V02 ty Valley 2 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 0 a0 7.640 s Apt 19 2016 MiTek Industries, Inc. I ue Jul 25 09:50:46 2017 Page 1 1 D:xSEKfrrvL36Px7bU It74W Lyyr3a-VtUUl1 W BGfMhULrdec3W uAL6wZEtf3cY9hSVmXyua77 4-0-0 2x4 - 2x4 II 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(ILL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=78(LC 11) Max Upliftl=-29(LC 12), 3=-45(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20 Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss systern. Before use, line building designer I nUSI verify the applicability of design I:xlramelers and properly liicorporate this design into the overall building design. Bracing indicated Is to prevent trickling of individual truss web and/or chord members only. Additional temporary and peimarlenl boxing 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 ] 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 o Truss Truss Type ' 71p, y T80305 V03 Valley1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 i 7.640 s Apr 22 2016 MI t eK Industries, Inc. I ue dui zb iu:lb3b zut r `-ae t ID:xSEKfrrvL36Px7bUlt74WLyyr3a-v5hseysmFRzZD4dD3uj9EIYuLNAjg4KiagwW8hyu kv 2x4 11 3 2x4 - 2x4 11 Scale = 1:18.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=234/5-5-0, 3=234/5-5-0 Max Horz 1=126(LC 9) Max Uplift 1=-47(LC 12), 3=-73(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-212/290 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-0-13 to 3-0-13, Interior(1) 3-0-13 to 5-3-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 Ito uplift at joint 1 and 73 Ito uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTekCry connectors. This design Is based only upon parameters shown, and is for an Individual txrilding 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 Welk' 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply T11675466 TB0305 T_: 8 I Valley 1 1 Job Reference optional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MI ek industries, Inc. Tue Jul 25 09:50:47 20i r rage 1 1 D: xSEKfrrvL36Px7bU It74 W Lyyr3a-z31 syM W q 1 zVX6V PpCJ bIOOuCAyY UOUOiO LC3lzyua76 1-0-8 5-5-0 1-0-8 5-5-0 2x4 3x4 = 3x6 I I 5 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Verl(LL) 0.00 2 r1/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 r1/a n/a BCDL 10.0 Code FBC2014/TP12007 I (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=107/5-5-0, 5=150/5-5-0, 6=288/5-5-0 Max Horz7=183(LC 9) Max Uplift7=-59(LC 8), 5=-46(LC 9), 6=-180(LC 9) Max Grav7=173(LC 20), 5=150(LC 1), 6=302(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-303/117, 2-8=-391/210, 3-8=-386/225 WEBS 3-6=-345/530 Scale: 1/2"=1' PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 5-5-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 5-3-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5 except Qt=lb) 6=180. 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. 10/03P2015 BEFORE USE. Design valid for use only with MITeb9 connectors. this design Is based only upon parameters shown, and is for an Individual building component, not — C! a truss system. Before use, the building designer must verify the al-hlicability of design Ixlrameiers and properly incorporate this design into the overall Welk' i building design. Brac6lg Indicated is to prevent txlckling of individual Truss web and/or chord members only. Additional lemiwrary and permanent bracing IYI elk" is always required for stability and to 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/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 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/ 1 dr For 4 x 2 orientation, locate plates 0-'/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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of ibis design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. BEARING HEIGHT 56HEDULE col 6 6 6 3e-0-0 R-R-A RECORD COPX 17 - 2365 Hanger List H1 HTU26 H2 THA422 NOTE5: 1) REFER TO HID 91 (RECOMMENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2,) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REQUIREMENT', 1) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE516NED FOR 2' o.c. MAXIMUM SPACING, UNLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO DE LOAD DEARING, UNLE55 OTHERWISE NOTED. 6.) 5Y42TRU55E5 MUST DE INSTALLED WITH THE TOP BEING UP, 7.) ALL ROOF TRU55 HANGERS TO DE 51MP5ON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGER5 TO DE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 5.) DEAM/HEADER/LINTEL (HDR) TO DE FURNISHED DY DUILDER, 5HOP DRAWING APPROVAL TH15 LAYOUT 15 THE 50LE 50UPGE FOR FABRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF TM5 LAYOUT MUST DE RECEIVED BEFORE ANY TRU55E5 WILL DE WILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGE5 THAT WILL RE5ULT IN EXTRA CHARGES TO YOU. Feq-t d ftk-y Da[a Taylor Morrison Homes 1011Preston C LEGAL ADDEE55. REY ISIDN: TB Lot 305 SCALE: I,ITC RECORD op C p_. f City of 1 1 s_ Building and Fire Prevention Product Approval Permit # # 1 7- 2 3 6 5 Specific tion Form SAtyF R 3 O PARC` Project Location Address 'Red Rose Lane, lot . 30 17 - 23 615 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 SlidingMI Windows Sliding Ext. Door (Standard SGD) FL15332.06 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung Window FL 17676.2,.9,.16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 RTr.R TO YE"cT EN F02 'LL4 P-W2 P.AV D: £V"OS Rs TE; P.GL tN ON 42' R LOW 65L1. CE TLB.%WR— EmA 5 udlf`.>ta 43CYE i u s Q L emF,G mFJ fy-E E:F'JASYIJ 8 Aff, Gi vFRFTRATd\l eeFte:R D:. rcRFTR3aRSLLAIp< vc. v6aEr I;nia r scrm Tcc: 4 I3'-h `3L' 4K II PAD (;FE KJi P ILLNTRKIpE I I-]b ht DRLQJ J fO Al 8'-0' iD1 6.w-e BF SGD. 5-a' r5i0,RT Cl4 CL4 zT..' P J MASTER SUM o' FAMILY ROOM IAT 1LCFLAT 9'-a' lLAT CLG 6'VToo z 0 M. BATH I,. 0.4 7-4rt.1 DINING R II ta'4" 3.0' TO'X}ER I FLA-9" 9'- Ui CLG. u 141 TIE 9'.A TLE 5'l'R DATA Q yµOyEq WT 1 RSm AT F' 136' EKR ACE{ 36' R r -la r -''0EP/ iREA'Y uY:l '&RTOP Iam—-Tro .— L°R JL 'J ra -- LD1L'dLL UTTL A PAVLER 9'-E- LMSFM o..RA'T. FLAT CLG UTER ROAR g I \ UmwDisP I o a6 ewe I YAC'o Y a.6- RF.AY. KrrIHEN E FLAT CLG O l• I I I tYP.IEH PN.4 YSLdTE u ' I:LsL170RhQTG 1N116 LFEGi SECJO ' wT;caRaSv ENTRY s6ec aLnrecR 9'-0 PLT. HT rJ pOA'..li PdYERi 4RE eTb'NADi i—=_--1 L---J 5<viArnDaxEy LY.ED VEL'!R 5a ENAlm GARAGE 7L 2D'-0".23'-G" g.d' 9'-4' PLT. HT dFF. 7 LI'E ffMVAOC LW """- CXR A Rif PMgM _ _ _ _ _ — r_ ___— --- LDYs-STOf n) a reE ro sEFT is I I F<R rlA Flap I I i P.AV DI'E rOS I a tToA I r.6xTooawRArtDDDR I I''(' A=F. PATER DPoYE (lEA?R'4< 44Q TR-ms Vi 015 G.100 6LLW1k'Id dibl ATTIC ACCESS DETAIL SCAT: fi'FRET ESA"E AND RME m WILL LGTRT R30 PERFBLR57NFDI701(p1 s s s t R R t TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 20, 21" 53, E w2NDOw CALL ours O SH R 32 SH 22 Sa 32 SH N 26, TiSH112 33 5H 23 5H 33 SH w 39" 0 51" 1454 IR 3464 24 544 34 N C] 554 Li 35 5H 25 SH 35 SH Z 63' ZR' 3 16 SH 1R Y. 54 76 544 36 54 GL. VEF'FY ra5O}RT OF'ENNGS FOR A! L LI DOLE w 14NDO1! SIZES ADD MTAL LATIO4 rAY VATCY FER O Y I' 14.' LLW%E 5°ECKAV0,& Z FEHRTOFLOOR PLANS FOR 5YLEOFa\XV USED WILE E PM- 54, CAST?tAT• Uri , ORFI)ED 6'_455- FGJ XB -- 2'001.^26 CW I'Ll H- E to 305 issu[0 D6-TI- II Ri NSED it DAVIS BEWS DESIGN GRM STA SFAFET FASC 6w. aSN4 PAlY. lE. www nvmeuscw orzvvee Lu i0 a 0 M J HATCHING LEGENDISldI2l' iA'.L L`L1G'G::7 AIN FLOCR I15l 5F- JFrERFLOCR 6325F. TOTAL LIMN!, ma8 89 F- GA,24G--E4515F. ENTRY 14 SF. nrcE TOTAL SQ. FT. 25145F, uA:x rAoax vuv Hors MAIN FLOOR PLAN NOTES S i1 YAE: v4'. 1'- 0' GARAGE RIGHT d FAY d•0 DRA9i- Jd.:R619L tr NerJ Ft ATMM 7Di0 51 30505K W Al1'.B FRA£ 10. AT T-$' #:,fE56 L"A!1 1141 15A FRAM Tp F.,M 3 PE:GL BEDROOM 2 a/ 9'-G' FLAT CLG. C 3 36Y! - l S.C. I AM I OWLBATH2Le.CL% 1 S'0 L41 saER 'e BATH 3 5'-0• CLG ''y s e. nLE cFr, cL4 Ieae 915 r vERFT RA%YT tidR£2 GC. f_FFT R J6 PELLd71CN v. rp 9EP1 Ri FCR—Foro1,. C4RRM' 5o5 4J ` f 4'SR FG. V0. A71'-b' A9V. ND:F. TO RK" BELIX La rk'.L LOFT cm. ULM) FEAT CLG. I'S 00n RA 27002.2 6 c.D r,rpnxva car m iSWN p6-24-17 RFNS`D Q. fl DD11 BEWS BUM { p59 PEYPO l uo ATE nRaT wr a>ewtnolcn awn 913.1i25. L9W 'rEl pg y pE 9L^ . q25. 1800 F.VC A ICi WWW 4 BEDROOM 3 T Y-09'-D" FLAT CLG. I 11j"Tm- ATTIC ACCESS DETAIL 0'.r.v RL F2£F:E11CY fXJi£ A RE'.AE cr9mrs s+ALL rmtir u1i Rro PER FBCR-$74 TrOt MP l TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS it 20' 1 24' 1 36' 1 48' WINDOW GALL OUTS T 1213 FG, 2012 F5. 30 Ffi 40;6 fG- 20" W IN & 2020 F5. 3020 F5. 4020 FG. y 24" p Z 36' 4g• 3 S 1630 %H 2O30 Sa 3030 51! 4030 54 0 SLI 2040 EA 304D 514 4040 5N 60' z WA 54 2050 54 3M 54 4050 SN 1260544 2060 SP 3060 SN 4060 5I12' GL. VERFY MASURY OHtXMS FOR ALL WND',k6, w F- O Z WW.DOD 51ZE5 AND SISTALLATICNKAY VAST PER ItWACTLRE PECTICATI .. REFER TO FLOOR PLA%5 FOR STYLE OF UNDPII ZED B^lALE 4116 -Sa, LASE"'EVi- CSMT, OR FIXED GLA55-F6j N NELLSO R..TS WERE NE WDi1G O 4Y OF MABLE NF00. a LOCATED t M TFAY 12 WAS A?WE M fN''$;0 GQRK N WWACE EfL01'. AE LOWEST PAW CF TIE CLEAR O-EC)G OF TIE C'M 54U FE A TSNF'tr.0: 24 tiDE$ AAJE TIE FXW P.COR tF r,F RX17 N Wa M WLOJ 9 LCCATED. O'ERAAE 5ECT101 OF L'Wl$ Si" NO2 PER77 MXtaW' ' ALLODPI°%AC,E OF A i PO4 DIA M SP M UM VA OTVY$ An LOCATED WTNN 24 FOES OF TIE fkS o P"OM PER FBCR - 5TN EDITOi!'-r2W RA2 W'Lb0 FALL Ptt<"10N MUM 40 IPOOWG6kT5, WEFE PRO,= SVLL C TRY OTO NE fEO.'`AT6 ff AST F 201E PER FBCR - 5TW Mi?l% ON)E77 W CD W o lodes z 0 6.V T® i 5® Ln M J Q i F- 1989 n ILE UPPER PLDDR P,,- 1-5 UPPER FLOOR PLAN NOTES 12B1EC" VA'. " GARAGE RIGHT Busines Product Approval i OSSI, USER: Public User Regulation l i 1 llR lgtlllgAl yPftMWd Of AgatkAuM> uo r%ri LKt i A"Ikadan Oetsil FL.# FL15225-R3 jj 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 Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan ). King, P.E. 4 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YM 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See IN 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instructions. Note - Glazing Shall Comply With "A57M E1300 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Fj,15225 R3 G 5225 NAM[ cents ad Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 15225.5-68.Ddf FL15225 R3 AE"EVAL 152MS-80 Ddf L152.25 iL AE EVAL 15225-68111 Created by Independent Third Party: Yes 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate lri i'c»S R4 C rer isi:5 6-RIAMI tents odf' Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions .. 1115275 R3- L INST 25225 6-B.odf: FI 7 5»5 93 n INS? ,5 25.6 SO.ndf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AEEVE-15225.6-68.odf Ft 1522 R3' AE EVAt 15225 6-80 otlf. Created by Independent Third Party: Yes flack ` Q Contact us ::.19a0'Nb h MomeeS~-Tai"LhAsmFL 32M Pliunet6 187-1824 The State of Florida is an AA/EEO employer. .,x,.r.. tim-r•ba)t't.Crafc a! Ptorida_ :: Privacv Statement :: A «ibilityStatement :: 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 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 iftheyhaveone. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee underChapter455, F.S., please click here . Product Approval Accepts: R ®ERE CreditiAr https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 NOTICE OF. PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinM Mr+. ra.i;s6,:bl;,,.. pwn "m ic•cerPPtHiod by The Amatiean National Standards Institute (ANSI]. NAMV$..Certtneo rrou Configuration ct juplan .at..yW1V.,.nru..: Inswing or Outswin Fuu - ,. Glazed or Opaque- n.. .,n.... Maximum Size Design Pressure Pos/Neg Missile Impact Rated Test Report Number Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/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 Single XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC=01-741-10703.0/L-2097/TTF-254F Standard Aluminum Astragal Double XX I/5... Opaque 6'0"x 6'8" 47%=47 No ETC-01-741-10703.0/L-2097/TTF-253F Coastal Aluminum Astra al Double XX O/S Opaque 650"x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097=-254F Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 514" x 6W' 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Single w/Sidelites Glazed Sidelites OXXO I/S I Opaque Door 804" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/T7F=253F Double w/Sidelites.. Glazed Sidelites Standard Aluminum Astragal. OXXO O/S Opaque Door 814" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum.Astra al . OXXO I/S Opaque Door 854" 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 618" 47/47 No ETC-01-741-10593.0/L-2097/TTF-254F Double Glazed Sidelites Coastal Aluminum Astra al w/Sidelites VA 7111T) National Accreditation & Management institute, 1.11C.I4 iyy "Corgr "aDunarauu Lra auua Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: rW V C y w O N •-+ C3 M O O O b tn en O N N O 6> M b 3iti o d z G y y 3'a bL oo=q33 0t L L •CL • UU a tw S L A a q d h G tz a .s O a NC. p,l N o LSE Od 0 c . a V] en- aCD vim yLc VJ Ei MIx4y L Cd U Cw W v1 C O O y: a. . V • as t . i 4. d Lo w b v, b a 1° b u C y V d i G C C C cd y 3 z d a b >ti y O. C S al y a C. y C. csC L. 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W29- ZP-Pdd-PY-HU%'3NVWH3d nil ewia4:1Aua174'U VIEW "C -T" SINGLE DOOR WIMEUTES SEE -I "- DET,UL"S' o d M! 2 o 00 SEE DETAIL "a" 8AIF6"HEAD TYP. HEAD p 4A/id'HEAD N w o MULLION SHOWN FOR REFERENCE n 6-9/16"JAMB 7- TYP. ®JAMBS 4.4116" JAMB VIEW "E"-"E" VIEW "D"-"D" SINGLE DOOR W/SIDELRE VIEW "B -W coNcrEaNcxtiet+i t, ,"*ngpfD anchorkxaliprq of the comers may be adjusted to maintain the min, edge oSstdrstp fo mortae?Dints. 2. Crxtaret® cmchorJocations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints. additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor fable: AT1GN19R ANCHOIk IMt iYs:+A':16 jer M1N To Aa1,crtvt I pE So FA1BiebliRE11Y AttCllOk QN' 1/4" 1-114" 2" 4" TA ILOO 1/4" 1-1/4" 1" 4" ONUIMC rtW 3/16' AS SHOWN AS SHOWN TA. ON`- SIDELITE NOTES: i, fie sidelite is direct set into the jamb with (12) #8 X 2" pfh. wood screws. There are j4) at each vertical jamb, from the top down at 13.5, 31", 48X & 66". There are (2) of the header at 4" n from the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. 9 14 • m b j FRI- i D 6 9/16"HEAR. TYP @HE'D n° oi. { +" a r S' y a z zt M J d a ar 2` Ci f a•4fib' HEAD 9116.J Me G Z . EE T S'3" 1 0t ro R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Boa 230 yalrico, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Certificate orAuthorization No. 9813 Product Sub Category Manufacturer Product Name Category__.. Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 61 Single & Double Opaque or Glazed Panels w/ b w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing I Outswing Assemblies Phone 419.298.1740 Insulated. Fiberglass Door with Wood Frames9 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thenna Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified 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 FL-15225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. t; Term# Report No Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FLA5225.5-68 RW Building Consultants, Inc. (CA#9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc,.(CA #9813) Sheet 1 of 1 i'esiina 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. Stoned &.Sealed by Lyndon F. Schmidt, P.E. Sluned & 8401e4 by Lyndon F. Schmidt, P.E. s, yattttf tf i°fit Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 6/2015 R W Building Consultants, Inc. R 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 Certificate of Authorization No. 9813 4,11 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation 61 Single & Double Opaque or Glazed Exterior Swinging 118 Industrial Dr Doors w/ & wlo 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 to of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations. 1. This product anchoring has been developed in compliance with the 5ttt Edition (2014) Ftorida' Building Code (FSC) structural requirements excluding the4fQhVebcityHurricaneZonet: See the Certification Agency Certificate forsizes, specifications and designpressure ratings:. 2. Prodigo,#nchom.shatl be as tisted attd spaced as.shown.0 ndetains. Anchor embedment IIo base materlaf 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 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 FL-15225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. 1. Test Report No. TestStandard TEL 01460145 ASTM E330-02 / E1886-02 / El996-02 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 Testtnti t.#bpntiory Signed by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. d $ Seafed: bit. Lyndon F. Schmidt, P.E. Signed & Sealed bx Lyndon F. Schmidt, P.E. lstrrrretJPt 10 IX Z r 14, N Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 6/2015 Bus"nes t )l Product Approval I Q C:ssl USER: Public User Regulation lIY,Z Ii; ? afielKdl!3rs tdit Apytillon:0efaif FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE I I Validation Checklist - Hardcopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 W1 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 OYes 0No C)N/A h4s://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 2 of 3 - Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions. Approved for use in HVHZ: No FL15332 R2:I? 0s-00506C.'iad 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 PI t5332 R2- 51080ZB.bdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R jJ 08-00498C.Qd Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports. Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510805B:2df 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 08-022 Mbdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN fl15332 R2 AE 512968A.odt 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 ra IS332 82 Ii 08-02349A,pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Fi 1533 R2 AE 5+2969AodF PRESSURE RATINGS 1,,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 FL15332 R2 11 Q$-02250A.odf; Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 It2 AE 51297OA;odf PRESSURE RATINGS I 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 1511032 R .11_0&:00499C odf" Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports , Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F 1S332 RZ'. Afi 5108068.Qdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.org/prlpr_app_dti. aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 imits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 92 It A;60501C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports FLOther: REFER TO APPROVAL DOCUMENT FOR DESIGN 15331 R2 AE . 510808B.aff PRESSURE Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SOD SERIES 430/440 ALUMINUM SOD XXX 143"x80" NOW REINFORCED Limits of Use Installation. Instructions.. Approved for use in HVHZ: No FL15332 R2 11 Q8-00 02C.odf. Approved for use outside HVHZ: Yes Verified By: LUIS Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33 R2 AE 5 0802%odI.f PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SOD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No §. Z R2 11 08-00503C.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 £J,15_332r K2 'AE 5110810%bdf. PRESSURE RATINGS Created by Independent Third Party: Yes tiadt Q Contact us :: jggONoM klemoe Stneet. Tenaiiassee FL 32349.;,•gfi2=1834 The State of Florida is an AA/EEO employer. ate orflerld&.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the 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: LEE CreditSArFE lk https://www.floridabuilding.org/pr/pi_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWl... 7/20/2015 NOTES: 1, THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WIT" REQUIREMENTS OF THE FLORDA 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. 1 X BUCK OVER MASONRY/CONCRETE IS OPTIONAL, WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING. OR I MEMBRANE ISTHE THE_ RESPONS:B!LI'T ' OF THE ARCHITECT OR ENGINEER OF RECORD. 4. - ALLOWABLE STRESS: INCREASE OF 113. WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWNHEREIN. WIND LOAD .DURATION FACTOR. Cd=1.6 WAS USED .FOR WOOD ANCHOR CALCULATIONS. 5.. FRAME - MATERIAL: EXTRUDED ALUMINUM 6063=T5, 6.. UNITS MUST BE GLAZED PER ASfM E1300-04 WITH SAFETY GLASS. 7. APPROVEED IMPACT PROTECTIVE SYSTEM 111 RkC l lf'{ Q. FCR THIS PRODUCT IN WIND BORNE. DEBRIS REGIONS. S. SH; M" AS REUU:k`lL Ai" L=AC . I4 TtiLLA71Uty' AN{ HJk`' WITH' LOAD BEARING3 SHIu:'SHIN WHERE SPACE OF 1 / 16 OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK 70 BE /4" 9.. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER. THAN 1!0 06 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR , ANCHORING INTO. HOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS 'mrl' SUFFICIENT LENGTH. TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11, .FOR ANCHORING INTO MASONRY/CONCRETE USE. 3/16 TA,"CONS: WITH SU RCIENT LENGTH TO ACHIEVE A 1 :/4" MINIMUM EMBEDMENT WTO SUBSTRATE WITH 2 1/2 MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12, FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH. SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT, 14. INSTALLATION ANCHORS SHALL BE INSTALLED zN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE: STRENGTH OF 3,192 PSI, W,. MASONRY - STRENGTH CONFORMANCE I'D ASTM C 9f , GRADE N, `YPF..' (OR GREATER-1, D.. METAI.. STRUCTURE: STEEL. 18GA; 33KSI OR Al UMINUM 606,3-T5 1 /8" THICK MINIMUM 15: APPROVED CONFIGURATIONS: OX, XO, XX, XP, BX, XIP PIX TABLE OF' CONTENTS SbIEET N0. DE CRIP-1ION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS F.A. scA_E NTS RF++. - ;F..<..^. RiFnCti .. (w APPROVED . A AODEC CHARTS 03/05/12 ''R:L1 E REVISED- PER ,NEW TESTING 10/29./1.3. :R.0 C ADDED FLAN.GE AND FIN .INSTALLATION 12/06J13 :R.L.: SIGNED_ 1210612013 MI WINDOWS AND DOORS LL 1601 W. CROSBY'RD. CARROLLTO.N;. TX 76006 SERIES 420 REINFORCED' SGD 96" x' 96" . NOTES 08- 00499 OF 10 1 .. I FI 1 HI 6" MAX 96"-MAX FRAME WIDTH: - ANCHORS TO BE. EQUALLY SPACED 2)' ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER :OF LOCATIONS REQUIRED. -{ 6" MAX t 6.. TAX AME IGHT 6" MAX i SERIES:.420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING - 40.OPSF NONE WITH 2-1.132":SILL SEE CHARTS,#1 AND #2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF NONE WITH 14V2" SILL SEE CHARTS #3 AND F4 FOR OTHER UNITS RATINGS F" MAX CHART#1 WITH 2-1/32' SILL WHERE WATER.INFILTRATION RESISTANCE IS REQUIRED. QFF AinTF d'.cw=y ! CHART #2 WITH 2-1/32"SILL WHERE WATERINFILTRATION. RESISTANCE IS NOT REQUIRED. - SEE: NOTE 9 SHEET I Desl N PM$S- eJ1elt (pin' Frarte to Panel and Total From VVidth Hecht On) _800 8",. 30:0 7Z00 i2:0 64.00 I t. 9400 s N 84,0- 604 1 80.0 2' 582 2 ' S'L2' 48.0 1, 0 4::. 4 92.9 5 . 5 - 5 . 1,9 45.. 46A 4- 4 jl 0 4 4. 9 43, 0 KCAiI0N5 A_SCRiPAOH ,HATE A?PROVED ADDED CHARTS 0 %GSjt2 Ra. REVISED PER NEV.- .ESTING,19/29/13 AODED FLANGE AND Fm iNSTAt.I-ATION 12/06/13 R:L... CHART #3 WITH .1-112' SILL: .. .... WHERE WATER INFILTRATION RESISTANCE: IS REQUIRED. QFF Nt7TF O CHFFT 1: r_ Desirlrr u chmt p From Paneland Totat Frarie He]ght . in)... 0:0.. - 0 .00._ 72. 420 0 Pas At . os s. eg os Neg 0 0 4 ;8 0 iS:O M:t•. 23:0 34A. 0 0::45. 5"0 4Neg92.0 25,0 2 CHAR1`#4 WITH 1-112"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED- f SEE.NOTE.9 SHEET l pressure (pso Frame- Design S * wo sw Tom Yti14 FielgAt: m 4L* 411.0 Fow 84.6 47 0 47.8 1: - 41, 3T.4 4 88.0 4 t nz 1'. 5._3 970 4 4 9. 40r 40, d 35,3 1A 1.4 CHARTp5 .... TNNE-Z NW:MNKZ-= NNE Naaem iz l I Kxw-`-m MJ WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420. REINFORCED. SGD. 96" x 96" ELEVATION F.A. 08-00499 5C414: NTS .... . PATE. O2/2 S b9 SHEET 2 OF 10.__... 6 MAX MAX -HRAME VJO1H. ANCHORS TO 8E EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6. FOR NUMBER OF LOCATIONS REOJIREQ 6" MAX 6" AX AMP IGH, f 6" MAX T SERIES.420 REINFORCED SGD EXTERIOR VIEW. DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE WITH 24132" SILL SEE -CHARTS Ai AND.,f2SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING - IMPACT RATING 25.0%28.6PSF NONE WITH.1-112' SILL SEE CHARTS N3 AND:M4 SHEET 2 FOR OTHER UNITS RATINGS 6' MAX A 406f.'(i CH1Ri5 —_ 03/OS•/12 B---REVISED .-cR NEV.' TESTING 10/29/13 INS- C nT10N. I< 06/1 iADDEDL4Ji:$ AND iN f CHART A'6 Number of anchor locations required _ Cwwanteth dTotafthl(V:e Frame 300 3e.0 Height fin) 600 .. 72.0- 0 96.0 HBS- Jamb NdS- Jamb H6S: Jamb H6S;, Jamb: e1.0 4 6 5 8 8 e 8 6 5 1 6.....5 8._: 6., 6,- 6 6 i 92D_:, 5, 1 5 5 6 j 6 6 6 8 i LJ 2 1132" SILL 1 1/2"SILL ALUMINUM.6063- T5.055 THICK: - ALUMINUM 6063-T5.055.THICK M.I WI'NDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 r SERIES 420 REINFORCED SGD' 96" x 96" FIN ELEVATION f DRHWN:. _. D5G yc'.... ..... .. IF.A. 08-:0OA99. ; G zCH.e N;S IOATe 02 W09 IS"-3 OF 10 4 MIN, LU(L 11 fANf:F r 1 3/8', MIN, WOOD FRAM Nfl INS !BENT OR LX BUCK E BY OTHERS SHIM 0 WOOD SPACE SCREW EXTERIOR INTERIOR A i;. i? OF VULIKEIM- 116 PO wocOjo CON iR!1CiIJV A1,.:E:,Itr- SCRE14 OR. F.C;Uk.. SEE S'EL'r 3 weco RAM NC: FOR S:(I: CPI I0N OR 2X BUCK BY OTI-I 1 3 ,8." MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. - - -- y PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEDIN ACCORDANCE WITH ASTM E2112 3/ 8" MIN.. _ 1 /4` MAX, FSEJ6d' cNT SHIM-.SPA^E i f DISIAN " - 1 SC R EW r030 FRAMINC OR 2X BUCK 3Y O :ERS r 5 >.s AoOrD + A.r _ u /05/!e r<!:; a [ 2CFLAMOE A,% Fh4 INS A_-SIQN ` 2/ 06f 13 R, L, JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION IAJTFF? InR DOWS AND DOORS LCC001 W. CROSBY RDRROLLTON, TX750Q64GEIYS 420REINFORCEDSODxE96" E INSTALLATION DETAILS 3OF,..`W'. kCQR144'•h"'* ' Nt wyraweNq., s+tv 08,500499. C r/lh/4'1, s^^- iwrcNTSQ22%09 -0F tO ro METAL T RUCTURE BY OTHERS 10 SMS oR SELF DR LLiNG SCREW META. STRUCTUPE BY OTHERS 4" MAX, SHIM SPACE AF'P70v['D V D006 0i"NI5 F=JSEC P R I'EW TESTING - 0/29/13 R;U C a C..0 cVdW .1,12 " N INSTALIL&TIDN. 12/06/13 R.f:: t /"! l.ALY Fo t10 Ems OR SELF DRILLING T--' S" R F_ W 3" PA I c;X.E C,;iif S_ EXTERIOR INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS; NOT SHOWN FOR CLARITY.. 2:, PERIMETER AND JOINT SEALANT BY OTHERS TO BE'. DESIGNED INACCORDANCE W(THASTME2112 E.. 10 F." .. SEI IN 9ED 01: bLILKI_M i ' 6 NSTRUCTION ADHi`SIb(": EOUAt. SEE . T. i T 3 FOR SILL OPTIONS I C cars FOR SEl, r' vRi L:INt; SCREWS M fr'i`(AL S' i RUCTILIR BY OTHERs JAMB INSTALLATION DETAIL METAL, STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FRAME INSTALLATION DETAILS F.A. 08-00499 Mt" NTS di/23/09 I'"'`7 S OF 10 N 2„ M N 1 1/4" MIN. EMBEDMENT CONC2EiE/ + r. . . • A. i,_. a -1MASONRY ._ •.___.a BY OTHERS _ _.._..._.... r--.`"""_ 1 4" MAX. It SHIM SPACE OPT ,ONAL 1X BUCK r TO BE PROP Ri:Y SEGUE D: oEE NU 5 SHE-..T t 1t5" TAPCUN EXTERIOR INTERIOR t1.S. 11) iL 1 1. A 8 O `ul.K-_M 16 COW-,DRUCTION ADHESIVE OR EOUAE 3/16" TaPco 3 ` SEE SH ET 3. MASONRY/ . FOR SILL OPTIONS CONCRETE BY OTHERS r dr i 1/4 UIN. e - , + . EIdBFUMfN7 e A i 1 / 2" MIN: p1OCE 1:7Si'AN'i:'t.: VERTICALCROSS CONCRET' E"OONRYINSTALLAPON F: IGvw} c' m cc4TEST!', 10/29/71 R,1M4~i a kGE, Ami FIN it-SAII:UMDN: 12/06/13 'R;L f- 4" .MIN. 1/ 4 2 1/2" v: SHIM SPACE INTERIOR CC r,. C C, 4 RE I E 1. 0, INR,Y 3Y e) i . V r EXTERIOR JAMB INSTALLATION DETAIL IE . ROP_oyY CONCRETEIMASONRYJNSTALLATION! SE JR ED SIEE ` t^TE 3 SHEET NOTES: 1- INTERIOR AND EXTERIOR FINISHES, BV OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY.OTHERS. TO BE DESIGNED IN ACCORDANCE WITH ASTM'E2112 MI WINDOWS AND DOORS L:LC 100. 1 W. CROSBY RD CARROLLTON, TX 75006 ti SERIES 420 :REINFORCED SG 961. x 961, FRAME INSTALLATION DETAILS yl 08- 00499 C xsu N75 °"r:02%23%Q8 S"E.6 OF 10 0 112" MIN. EDGE f`:S AN(.E WOOD 4RA.MING - t .3/8" MIN: OR 2X BUCK EME, MENT BY OTHERS MAX. SHIM SPACE j t a won0 CREWS EXTERIOR INTERIOR. i (.;- NN)OD SCREW WOOD FRAMiNC OR 2X BUD BY OTHERS VERTICAL CROSS SECTION WOOD.FRAMING OR 2X BUCK INSTALLATION NOTES: . 1. INTERIOR. AND EXTERIOR FINISHES,. BY:OTHERS, NOT SHOWN FOR CLARITY. Z.PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 D 9E SET IN 01: VUL:KEM 116 RUCTION ADHESNE UAi F Swi.c_. `; 3 FOR SILL OPTIONS MIN. IEN7 a 78" WN. C:RE;4-S OPl z:{ C K mow. 2E•A'_UNS r n m ry PATE, a rvao> Gw1;,0 _R wcw ES I'NG t7^EG FLANGE- A,NE, iN OSTIALUATiON 12/05/13 R L,: 1/4" MAX.. SHIM SI'ACF. JAMB INSTALLATION DETAIL WOOD FRAMINGOR 2X BLICKINSTALLAVON M( WINDOWS AND DOORS LLC 1001 W. CROSBY RD TX 75006 GNCARROLLTON, y SERIES 420'REINFORCED SGD 4M 96" x 96" FLANGE INSTALLATION DETAILS'" DRAWN: F.A. 08 00499 C 1lII(ti11SCALENTSca,E 04/23. 09 Ec'7 OF 10 m® E . METAL STRLICTuRE By OTHERS M-- "R ' SELF Rlijjl SCREW METAL STRUCTURE BY OTHERS I - MAX. SHIM SPACE L 10 Ski S 0 SELF DRILLING SCREW EXTERIOR INTERIOR ILL TO LDE' "'I IN LJKEN 1116 CONSIRUCIiON ADHESIVE R EQUAL SE= SLIEE, 3 Sl: OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: i. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 r'!- E D<31. ANCE 4 SEw OP", N4 P By 0T H E KS 1,4" MAX, ova n 7a ow n ALIDE", C RA R 1S' 03/os/ 1i R.L, IsEu PER NDIN -=TING 10/29/13 P.L. I 2 06/ 13 J,R4, A-jjDFLANGEANDFININSTALLATIONINTERIOR. 81" L-- fnERIQR JAMB INSTALLATION DETAIL METAL.STRUCTUREINSTALLATION 41 WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON; TX 75006 SERIES 420 REINFORCED S GO 96" x 96" FLANGE INSTALLATION DETAILS. Rtv F. A. 08-00499 C FGkF NTS 16"'1 02/73`/_og 8 OF G 2 1 MAN, q. F 'I); A N C A Nf, BE D M F N T CONCRE F/ MASONRY BY.OTHERS 1/40.4AX. Stllkl SPACE opnONAL -- T 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 3116" TAPCON EXTERIOR INTERIOR SlLt. ', 0 HE SET IN A BED OF 1/IJLKEM 116 CONSTRUCTION ADHIESNE 3/ 16" TAPCON OR, EOUA! SEE SHEE7 k- lASONRY/ SIB.; CONCRETE BY OTyERS 1 1/4" MIN. EMBEDMENT 2 112" MIN. C; CE DAST-Al-C-E VERTICAL CROSS SECTION COt4CRETElAorASONRYINS: rALLATION 4 " 0,4, E7 v B E D t.: T T- 2 1 c iS A N C' CC REV A A00H) CIAARM G WIRSED PER NEW T EsiNG 1.0/29/13 C : ADDED k,%N E AND ,N !NSTALUJION q,L, 1/ 4" MAX. SNM SPACE JAMBASTALLATION DETAIL OPTIONAL lX B-1<7— CONCRETE/MASONRY INSTALLATION 0 BE PRO-P-ERLY S L C u R 17 D NOTIE 3 SPEET 1 NOTES: 1, INTERIOR AND EXTERIOR FINISHES. 8YOTWRS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT 8V OTHERS. TO BE. DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 001 W. CROSBY RD CARROLLTON; TX 75006 SERIES 420 REINFORCED $GD 96" x 96" FLANGE INSTALLATION DETAILS F. A. 08-00499: NTS 02/13/0 1 SHE.F--g OF 10 WOOD FRAMING - BY OTHERS MIN: EMBEDMENT H WOOD 7/1 MIN EDGE + ISI A.NCF. 8 WOOD SCREW 7/16 MIN DGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVSIONS C,tZz TS a zra: - -- ei- C ANDED P3 + E ',ND FIN NS-A,L_ATi0N 12/06/13 R.L. . 5j8' ' IiJ. OE nee, 1 ' /h .MIN. INTERIOR PmB , )MENT MASONRY/C N "T, BY 0. HERS 4< 3Y OTHERS, RS, BUCK TO 9E PRO PLRLY ,,L.)URt: TA .. PcoN EXTERIOR rnNEL. INTERLOCK HpOK STRIP INSTALLATION MASONRY/CONCRETE i '4' MIN._ m "Tr: T , t Ia E[_UENr BY CiPERS WOOD FRAMING qim By OTHERSOTHERS INTERIOR TRIM 1 3/6' MIN: 4 MAX. SHIM SPACE EM3 D,ErIT IN INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-A . HOER :.i.,.%/'• 10 WOOD #10 SELF DRLI_ING SCREW SCREW PANEI PANEL INTERLc CK i EXTERIOR, aTE?'.00K EXTERIOR HOOK STRIP INSTALLATION: HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING METAL STRUCTURE . MI WINDOWS AND DOORS LLC 1001 W. "CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SG0' *-. NOTES: 96" x 9 1.INTERIORANDEXTERIORFINISHESiBYOTHERS, NAILFIN & HOOK INSTALLATION DETAILS ^,. o NOT SHOWN FOR CLARITY 2. PERIMETEA AND JOINT SEALANT BY OTHERS t0 8E Qt{ANR'p -' - -- U,y; .;, rt4v': 1' 69' DESIGNEDJN ACCORDANCE WITH ASTM E2112 F A 08-00499 C / t k r r • fl`; s0kF NTS O"R "!62,183%09 SH 10 OF 10 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rllomas nglrlomaspe.com Manufacturer: Mi. Windows and Doors LLC 1001 W. CrosbyiRoad Carrollton, TX 15006 Product.Line: Series 420 Reinforced Aluminum SGD 96"x96" Engineering Evaluation Report Report No.: 6108060 Compliance: The above mentioned product has:been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00499 Revision C, titled Series 420 Reinforced Aluminum SGD, prepared;: signed and sealed by Luis Roberto Lomas P.E. 2 Report No.: CCLI-12-119 signed by W. esley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVOMA/CSA 101/1.S.2/A440-05 Design pressure: ±40,Opsf Water penetration resistance 6.0psf 3. Report No.: C1716.03A 09-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: ±25.0psf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510806-1 B, prepared, signed and sealed by Luis Roberto Lomas P.E.. Limitations and Conditions of use Maximum design pressure: ±40.O.psf Maximum unit size:: 96" x 96" Approved configurations: OX, XO, XX, XP, PX, XIP and PIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the iHVHZ. This product is not, impact resistant and requires impact protection in wind borne debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00499,. Revision C. Certirication of Independence: Please .note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) forwhich this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved inithe approval process of the listed product(s). 1 of 1 Luis R.'Lomas, P.E., FL No.: 62514 12/04/2013 r Florida Building Code Online CSF ) Page 1 of g g ftORIC uW.Pf Oif. i ;., , .sr 5 LC Business Professional RegulatioI n Pai( ja DiplMyotq SCIS Home 1, Log In User Registrati0fl Hot Topics Bush A s a Product Approval OUSER: 4 « Rpnijbifinn 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 y LSubmit Surcharge1Slats & Facts I Publications I FSC Stff I 2! M'!Utlr'N 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. gentle@amarr.com Brandon Gentle 165 Carriage Court Winston- Salem, NC 27105 336) 251-1308. brandon. gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston- Salem, NC 27105 djoyner@amarr. com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report From a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE- 0048579 Intertek Testing Services NA Inc. - E L/Warnock Hersey 01/ 0112016 Steven M. Urich, PE 1 Valldation 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:/ lwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 1 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. Docurnentation 'kornn approved Evaluation or `Validation Entity Yes '. No ' - N/A 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 V Modell, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No p K"±02 RS f1 IR(K-60fl9-.110-11 Drawlm 7 10 R:,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. M302 R6. AE IRC-6004-110-11 Report 7-.10 FL31di 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 Fl n2 R6 t1 1RC 6itOg a60 II drawine.7-10 sealed.odr 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. Et 52Q2_R,§AE IRC-6UQ29 100-11 report LIO led:odf 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); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions , Approved for use in HVHZ: No FL5 n2 R6 H IRC-60.09-120:15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048519 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.81-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. F"302 R6 At IROk,W9_ 120-15 R0ort 7-.I0 FLadf 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. 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 II IRC-kM-130-i5 Qrawing 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. FJ.,=2 -R6 AE IRC b(i 30-15laort 7-10 ELAd1 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. 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 EL5302 R6 11 ARC-6009=14tl 15-DrtiWI is 7-10 FLodf Verified By: TOM SHELMERDINE 0048579 ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. ' FL5302 R6 AE IRC-6009.140-15I2eQg -10 PL.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. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions 6069 5=]O FLudfApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes Fy S102 RF If IRi 156-1c t5tawkfo Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.61-42.1 Other: Design Pressure +35.6/-42.1, Not for use in HVHZ Evaluation Reports FL530 R6 AE tRG 6009 SS0 15 iF 4>-10 f1.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third PartyiYes 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 i`z sjm R6 Ii IRS -6009 lb9 15 Drar1lna 7-lfl FL odf. Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Other: Design Pressure +45.3/ 51.2, Not For use in HVHZ. Evaluation Reports F1 S302 RS Ai;_IRC 6009-169-15 Report 7 10 s l Ddf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions FL:DdfApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes b kj R6 i3 LgG-60i6-fU0-iS 04MM7-10 Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use in HVHZ, FM 02 Rb AE IRC-6016 100 i5 iteaort 7-IQ fL 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. 9 Stratford (M660)• Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide: Oak Summit (M650) Limits of Use Installation Instructions II tfir-60+6-110-i5 Ocawtna 7-10.F1 ndf ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes F530 R6 Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: + 18.3/-20.8 Evaluation Reports i Reogrt 7-10 FL Other: DesignPressure +18.3/-20.8, Not for use in HVHZ. FI 5302 86 AE 11fk1C-6016 110 5 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. IRC76016-120-15, 10' Thru.16' wide: Oak Summit ( M650) Limits of Use Installation Instructions 7=10 FL Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fa Sam k6 a IRC 60ZZ20-15 Drawing odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: + 21.8/-24.8 Evaluation Reports Af_ IRC- 6016-120-157-10 FL 00 Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. FL5302 R6 Rgggit 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. 61-29.1 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 5 03 RH i1 tfFG64iG- 0.25 Dravhna 1-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports er 5%tn- 2 RF AF ilar-fibi6-no-15 Renort 7-10 FL.Ddf 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_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30,1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be usedin. wind-bor .e 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 VerifiedBY4 TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports. FL 5302 R6.:4E IRG6016-14U=17'rtotstl.7-YO;seaiedrodf Created by independent Third Party: Yes IRC-6016- 140-24, 10' Thru 16' wide Verified `By' TOM SRELMERDINE-0048579 Created by Independent Third Party: Yes Evaluation Reports .. FLS262 R6 AF ARC=6016-140-24 revert T-IO sealed:ndf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC=6016-145-24, 10' Thru 16' wide. Oak Summit ( M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL6803: R6 21 1RG-6016-145-24 drawtno 7-10 sealed,oi f Verified 9 : TOM SHELMERDINE 0048519' Approved foruseoutsideHVHZ: 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 R6 AE "IRS SjjtS 145-34 report,7aY0 sealed.Ddf Created by independent Third Party: Yes Glazing optionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.15 Stratford (M600); Heritage (M950); I Dwg. IRC-6018-110-15,16'2 thru 18' wide. Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.16 1 Stratford (M600); Heritage (M950); Installation Instructions E 2 R:ii1.91$.io a tcl Verified By: TOM SHELMERDINE 00485,19 Created by Independent Third Party: Yes Evaluation Reports Oak Summit ( M650) I. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 21.6/-24.5 Other: Design pressure +21,6/-24.5, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door.. . Created by Independent Third Party: Yes Dwg. IRC- 6018-120-15, 162 thru 18' wide Created by Independent Third Party: Yes Evaluation Reports FL5302, R6 J 7-161!l.44#. Created by Independent Third Party: Yes Contact Us ::: 14W Mbrih Haman Sbeeth 3 3991W 6eie: liii 1824: The State of Florida is an AA/EEO employer.. coo4A4htiob7 Itisbte-or.RaAft :: prwacv'Statement :: AocesslbNRvSlatemeK :; Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released in response to a public -records. request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. Ifyou have any questions, please contact 850.487.1395, "°Pursuant to Section 455.275( 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the 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 hene . Product Approval Accepts: 6.L Creditt `' 1 https:// www. floridabuilding. org/pr/pr_app_dtl.aspx?parani==NA,GEVXQwtDqunL7seVZMF... 7/20/2015 AAALTTADLE MILLER CARRIER BELATTACHTANEDUT /PER)BRACKETI/8 16 GA GALV. RESIDENTIAL 3' BOGA STRUTS ATTACHED TDP ROLLER BRACKET - V/ (z) I/4' A 2/4' ATTACHED V/tT 1/4' X HEX HEAD SCREWS AT 3/ 4- WX HEAD SCREVS - EACH CENTER STILE PER BRACKET ItL1 3n8L717 SEE RAGE B 00 O PS STRUT AND STILE UYU13T'.. ...nee A / SEE TABLE 4'4V TOR STILE 1A/(Cp1bTT! u•' oT «iit INSIDE ELEVAMON r =A. STRUT ATTACHED W/ .. C' c) 114' X 3/4• 4AC OIRASAFE FE)( HEAD SCREWS HfND[ Attn7R9 AT EHD AND CENTER VI+ W B/4':X V4' STILES 3. 2". STRUTS HEX HEADD K01ETA{;' ATTACHED W/. CM .: 140A DURASAFE 1/ 4• x 3/A' VIF.% ROLLER CARRIERS ATTACHED E. 4 CNENRR S TIA.TETO END STILE V/ (P.) 1/4• a 3/4- VEX HEAD SCREWS PER CARRIER Ir 7-111-L STEEI. 01 NYLTN SM1RT STEM RO.LERS RCTAINER F02 NTN- THREADED SHAFTS T. A SCI DIAL x i-S/A' UW8 ATEA, JAVD BRACKET 2 % B 51R sm N0. 2 OIL BETTER) 2D GA CCNTER .S. tTO ERi Y. STEEL 7/ 1B• m BOLT RLTFB VFyW,D aG/B'TRAf,X 0)r P ER PER T{ FWD RIWTSSNI771RACRY1'ADIF .Q31. TT G AAo TNC DETAIL N.TS TY 3CAL STD:E: MIFF i TABLE 1) ON PAGE 3 STRUT SPACING IS PROVIDE 70 SR n sm HvTUR OPTIMAL T) DF UHGDSTRUCTED FLOW EACH. DOTT011 ARACKET IW14 GA- T14CK ATTACHED V/Cn 1/ 4' X 3/4' HEX HEAD SCREWS A•')=DAIt 4TEtL O'L'NTLEDI H0.ES FOR STRUT STRUT END HINGE14 GA t1kC110 ' 3) t/ 4 3/a• x READ s Exs ATION CE WJS & NUTSi/16' DIA. X 1-6/4• TRACK CONFROURARON FOR 6'6• UP TO 14'.TALL DOORS, DU mi Qppt RR tl0ti. A - A S nE VIEfYS . tittttuurA` N.rs isMA SIZE E°6D} 1T A, , `t L. DE5 E4 tam" :, Y 2118'PSF - 24. 8 PSF ( fit 7 iyw, nv LOADS 37. 2 PSF '- n7igIto" FL 1GS CAmw. CULW V1HST(DF SAlE11. NG C7m MODEL #650 OAK SUMM9' w/DvrDSefe MODEL /400.9' MVQRD x/DUria5ftfk : MODEL}068it6RTtA6'r/ mTn9w Short, n s.: T.11H7L AG:Onk r+11f11T¢it. P.anel'D BRAIN 6'T _ O) DITEa/lspl DRAW NAINB a . am By µ -Da 41. 1RC-S016-12D 15 9tET 1 Q 3 4 1/2' EMBEDMENT) Uf D'L-USE PAIRS OF FASTENERS 6' FROM ENDS, USE PAIRS OF E Ya ..=C 1 1/4' EMBEDMENTi MR, USE FASTENERS FOR HO.LOW'C 90 BLOCK) LAGS AND BOLTS CAN BE [AUNTERSUW TI PROVIDE A FLUSH MOUNTING SURFACE, PREPARATION OF WOOD .IAMBS BY OTHERS W C - SSA'TSMC S7 UGTURE".. IOLLW't1i1C GROUTED BLpC TTQ2CTtR5.' STRUCTUVE .t 2-3/9' MIN 1-T1V...tJAMA k YfAbt TMf 4 k mNY,.KlF IkDAD &CRCEWS I'ANBCARlR flkCt. . OPTIONAL S40RT PANEL INTERMEDIATE GLAZED SECTION (STRUT AND STO.E LAYOUT + L13CATO ON THE TIP GLAZED SECTION 1/4' % G/t' MEX T END AND CENTER iD 5ir Io-she' SHUR'I' PANEL 0.A2ING FASTENER DETAIL .LONG PANELIGLAIING •,FA21ENER DETAIL. N. Q.S. NY. S. GL- AZING OPTION €CT[ON. QA N NpT VAILAY`E vIM.D-iCV(NL KNA 12 F ,— q. A N"MEETS ASTM Eli D=04 iLiri00W FRAME 'OPTIONAL DeOra INSERTS VITTTI. UV'.OROTECTION ' WITH UY PPOTF.CTION 3/ 32' THICK SSB GLASS IEV .. DOXWO 0E MWIS ; ... A UfQLID BODOY IFDIWIp tiw AR e t 'wN fro a1[q 0NS11116kt10. 1218:{pO6; A{ IV X. wr +Go ntnit NODED- INSIDE. FRMIF'E T AT L N/IR' MKVY - GU//. A:Y.__. _..1 - r IR6Ah1tAI . A4f16 Y1691AOR15 AVAILABLE TRACK CONFIGURATIONS WT. S... — MAX SIZF 16' WIDTH TA' HEIGHT ZZF.— a mu LOADS t21: B%P5F € `.—. N 2., 8 PSF yT LOAJ' S A 32,7 PST Y3 37.2 PSF FL RO MODEL MODEL MODEL snort, 6 DU p AIR A2 . At - ci « Z ti v c. RTIm rkSate Safe Sate maitPAnel's IAAtMR KIM RC- 6016-120-15 Ral 2 IF 1 W UCTURAL NOL UTLONS. P.A. ructuraI EngInee rIng u InvestIgat Ions a Gonsut;t),ng GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No IRC 601f-120-15. Test_ Date: 11/8/2012 Proi ect No:: 12-114 Design Pressures; 1. _ 21... 8 psf, -_ 24.8 psf Report Date: 12/6/2012 Model 4,1600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7- 10 Criteria: U to 5 Feet of Door Width in Zone 5; An Roof.Slo e; Enclosed Building Exp. B; 310' hM E . C,15' MRH Exp. C, 25' MRH . Exp. D,15' MRH Exp. D, 25' MRH 155 mph 141 mph... 134 m h 128 mph 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 Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner rif Testins 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-L•_ Preload_the_door_to_501o_of_the_Design.Pressure-andhold-for-L0_see.onds._S.tep2: Unload_the.:door-for-l-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 1 to 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) 16x 7' Mode1650 doors (which have the "Oak Summit" embossment pattern in the skin ) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 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 glass minimum - meets ASTM E1300-04).may be installed in 1 section Submitted By. STRUCTURAL 50LUTI011rS, P. A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue a. Greensboro, North Carolina 27410. (336) 856-2686 Fax (336) 856-2687 r NC Firm #C-1096 le Florida Building Code Online FL17676.2 : Page 1 of 4 r. ' d BCIS Home 11 Log In ; User Registration Hot Topics Submit Surcharge Stats & Facts Publications j FBC Staff BCIS Site Map i Links Search j iiiif?ni Busines, Pi feSS t) Product Approval 1 USER: Public User J Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 MJa1idator 1 ,Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA. CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product descbed below is bareby approved for fisting in the next issue of the AAMA Cer#.f1ed Products Directory: The approval is based on successful tsatnplellon of tests, and the r epvrtitig to the Administrator btthe resuiis oily sts, accompanied by related drawings, by an AAMA Accredited Laboratory. 1 _ The listing bebw will be added to the next published AAMA OW". ted Products Directory. SPECIFICATION AAMAM DMAICSA 101r1.S.31A4d0-08 LC-P'G40*-G14X2134 (3&M)-H Negative Design Pressure = -50 psf CaMPANY AND CODE MI Windows & Doors, LLC. Code; IM RECORD OF PRODUCTTESTED SERIES MODEL & PRODUCT CPD NO. DEsCRi tm MA)amuM SIZE TESTED 3540 SH (FIN) FRAME SASH 7150 (PVCxO(IG)(1NS Gq 9'14 MM x 2134 rnm . ' 867 mm x 892 mm REIi (TTLT)(A3TM) (3'0-x7-W) (210".xrll"') 2 This;Certification will e.Vire.Juiy 27, 2020.(ext3ended from.jilly27, 2015 per AANIA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3.. Product Tester! and Reported by: Architectural Testing, Inc. Report Na.: B2133.01-109-47 Date of Report: August 16, 2011 Validated for Certification h" . oci tact Laboratories, Inc. Date: April 16, 201"5 Authorized for Certification Cv. AAMA JGS AGP-04 (Rev.Ill 1) Amer' Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 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 RI. 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: 117676.8 13540 SH 1 36x74 Finless 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 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x74.odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 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.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 117676.10 13540 SH 144x72 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: LC-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 44x72 odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 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 I1.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 12.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 1 of 4 FL17676.16 p iXxPprMeriltf BCIS Home ; Log In j User Registration Hot Topics ; Submit Surcharge Stats & Facts Publications j FBC Staff l BCIS Site Map Links Search Busines {/ j alProfessit 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 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.5.2/A440 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 Year 2008 https:Hfloridabu ilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgvFGYZsj 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: 17076.2 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.Ddf 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.Ddf 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: 117676.5 13540 SH 144x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.1)df Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.1)df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install . 3540 1,11 Fin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online r' Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.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 RI 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.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.pdf 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 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.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.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 511849B 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.0 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.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.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other:R-PG30 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 2270.0f Created by Independent Third Party: Yes 17676.14 3540 SH 52.84 Finless 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 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x84.pdf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II 08-01514 512141.udf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48z72 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.DdfImpactResistant: 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.odf 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: Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be 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: go go 99M.10 Credit Cam SAFE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Validatbr I Operations•AdmInWmtru) MI Windows 3; Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The prvduct:de: rcdbed below Is hereby approved for listing in the next issue of the AAMA Certified Products Directory_ Tile approval Is based on successful completion oftests, the ra rting to the Administrator of the results of tests, aco&npanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products DirecWry. SPECIFICATION RECORD OF PRODUCT TESTED AAMAIWDMAICSA1011I.S:.2JA440-08 LCG PG35=2731X1S67 (108x74) Negative Design:Pressure = -50 psf, COMPANY AND CODE CPD.NO. SERIES MODEL4 PRODUCT DESCRIPTION MAMMUM 517E TESTED 3540 TRIPLE SH (FIN) FRAME SASH MI Windows &Doors; inc. 10817 PVCXOtX.OIX.0D0(1G) 2731 MM x 11367;Mm 860. MM x 919 mm Code: MTL INS GL)(REtNflML i(ASTM) 9`a" x W2") r10" x 3T"} 2 This .Certification will expire April 12,20111. 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.: C7327.01-109.47 Date of Report: May 7, 2013 Date: May S, 2013 Cc: AAMA JGS ACP- 04 (Rev.1111) Validated for Certification t j od ted Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2" typ. 2" typ Ti— e" o.c. Max. I a n 1-* "CLEARANCE ALL FOUR SIDES) WHICH. l /2" 1 ELEVATION 1os• FLASH BY OTHI Anchor See Sectior Details) c.ano. Min Edge &' SILL DETAIL HEAD DETAIL SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before Fastening. IM AS OUIRED DRYWALL EA,UST ,- TOWN WITH 1/2" SHTHING) MACHIEVE 1-1/4- PENETRATION INTO STUD. . Notes: 1. Installation depicted based off of structural test report C7327. 01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck instollations are assumed 2x S— P-F (Gm0.42) 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 shall be load 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 WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE: LIMITATIONS) SHJ, ATHING Min Edge. Distance ~ Mi mug INSTALLATION INSTRUCTIONS V. M R. 8-20-09 do FASTENER SCHEDULE — FIN— oleo= °"Te JAMB DETAIL °"°""` so" 3540 Single Hung NONE 1 - 1 Windows & Doors Continuous Head and Sill "a Gratz, PA 1 1 3540 SH CSH RN 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 1S REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS I REV I DESCRIPTION I DATE I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 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, 350OSDLITES, 3500SP, 3540PX, 3540T, 3540SDLITES, 3540SP, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 3580WP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-3540PW, S-3540T, S-354OSDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES, W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. Tkw _ Ttx t4) Q. L45-$ t— Ll I `U SIGNED: 0211712016 MI WINDOWS AND DOORS 11111111Y 650GRAT,Z,PA SMARKETSTREET GENo' (p o61 SERIES 3500 FIXED WINDOW96" X 60" NON - IMPACT NOTES 0'• TAT OF s'`S,CORI DRAWN: DWG NO. aEvN.G. OS-02859 7AA1 KALE DATE SHEET NTS02/04/161OF3 2" I, FF HE 96" MAX. FRAME WIDTH MAX — 10 MAX O.C. 2" MAX 2 J 10" MAX o" O.C. AX. AME IGHT SEI FOI OFOF 2" MAX J SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING I 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 #i Height CHART #1 NUMBER ANCHORS REVISIONS DESCRIPTION DATE I APPROVED IL i l. SIGNED: 0211712016 MssaTREETI ,IWDOW R IF:LJO// SDOORSESTMARKET GRATZ, PA 17030-0370 J\5 0y ROSERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT ullyj(ATF aELEVATIONATFW A iFSS (ORIODWGNO. REV N GN: I 08—O2E1S9 ONALNG'`` 7 iiI/Illlw 3—E NTSS DATE 02/04/16 SHEET2 OF 3 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1 /4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE I 1 /4" MAX SHIM SPACE INTERIOR EXTERIOR REIASIONS DESCRIPTION DATE APPROVED JAMB INSTALLATION DETAIL 1/4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD FRAMING 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE ^^^'... DESIGNED IN ACCORDANCE WITH ASTM E2112 -: " n L 1,{ r v ` j" I '*I.-YJ Z BY OTHERS 1 d LA SIGNED: 0211712016 Msso IWD0INMARKEAND S R 11L0SDOORS GRATZ, PESTA 17030-0370 TREET \\\, 9//' SERIES 3500 FIXED WINDOW lk 0 96" X 60" NON -IMPACT s tttil( 51-*— FIN INSTALLATION DETAILS 0 , TAT OF ` Dwc ND. REV 0 DRAWN: N.G./ONAI 7/11111111 SCALE NTS —E 02/04/16 SHEET OF 3 Florida Building Code Online Pagel of 3 18504.2 Business & Professional Regulation i BCIS Home j Log In 1 User Registration Hot Topics ? Submit Surcharge Slats &Facts Publications ; F0C Staff ; BQS Si[e Map l Links Search i Product Approval USER: Public User a stiP Product Approval Menu > Product or Aooliwtion Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitl in ger@m iwd. 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 f Validation Checklist Hardcopy Received Certificate of Independence FL18504 RO COI FL COI.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https://floridabuilding.org/prlpr_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 underChapter455, F.S., please click hem . Product Approval Accepts: ER® 41C[,, CWd S040 https://floridabuilding.org/prlpr_app_dtl.aspx?param=WGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 10:7 3/8" COMBINED WIDTH WI ---{ r- W2. FRAME HEIGHT WINDOW WINDOW MULL W;N SPAN) 1D7 3/d" COMBINED wi0'T'I-I W i --j (- W2 83" FRAME IHWINDOW HEIGHT(MULLIONSPAN) I t f3 F 3/8" COMBINED WIDTH i.._..._.-. W2 ....... __.......__. fl3" J WINDOW FRAME HEIGHT WINDOIA WINDO MULLION SPAN) I L7w1 -- 1 F-- w 107 3/8" COMBINED WIDTH Design prassara.rating (psi) Units. anGeoradlnfo wood.fa 'Ing buta 21050 ywidth 3600 41 00130.0p8. i3. 130U 13D,0 130t0 130.0 130:0 130: 0 13 .0 127.2: 127.0 12Z.0 1270120.E94:3 E77.9 738 72.1 72.0 92 4 . 70:6 580 1 5 48:6 47.488,68585L7: 47.3 4d.4 43,:077. 5Q748:8 41 4 38:6 37,0; G2. 1 46: 33.1' 29.1 28i3 24:9 107 3l8" COMBINED WIDTF! W1 I W2 T- I 83" FRAME INDOW 1NDOW HEIGHT--- - . ...._..-._.._....._ MULLION SPAN) I i 07 3/8" --- COMBINED WIDTH W2- ............... , I 1 rL- Wt L W2 107 3/8" COMBINED WIDTH REVISIONS REV I DESCRIPTON I DATE I APPROVED A I REVISED INSTALLATION DETAILS 1 08/07/15 1 R.L. 107 3/8" COMBINED WIDTH W 1 ..... W2 .._......... ......... WINDOW 83" I FRAME HEIGHT WINDOW S PAPAN) APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULCED'I OGETHER AS LONG AS COMBINED WIDTH boss NOi'EXCEED f07318":ASSHOWN HEREIN. Dedgapmssm rating ( PsO Ulitts.anchoradtnfo masonry/sonc+gte Mulpon T I, utarywid... 1). Vari (in), 18; 13: 2S 50 3B00 P484 4&00 $ 2. 13 25,00 130. 0. 130:0 130:0 .130. 0 130.0 37.38 130M - 130.0 130.0 ;130..0_.1.3010; 49.63 130 0 130:Q 13Q:0 :130.0 130.0 6100 130 0 11:5.4 87.8. 73-9 71.5 729,, 72.00 99. 3 72,4 5.4.0. 4.4,0 42,0 0400 82.1 45.0 1 33.1 1 29,1 2G3 24M LARGSAND SMALL MISSILE . IMPACT LEVEL 0, WINP MOE53 DIMENSIONS:IN CHAFWARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE W1 -^ If^- w2 107 3/8" i COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030- 0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN; DWG NO. Y.L. 08- 01445 SCALE NTS JDATE 01 / 1 1 /1 2 1 SHEET 2 OF 3 SIGNED: 08107,12015 v • •BYO E IV p' tP 1kj06 3TAT' REV ' F•: 1QRll 1 \ \\ AzilfONA i1 G\\\ LARGSAND SMALL MISSILE . IMPACTLEVEL0, WINP MOE53 DIMENSIONS:IN CHAFWARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE W1 -^If^- w2 107 3/8" i COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN; DWG NO. Y. L. 08-01445 SCALE NTS JDATE 01 / 1 1 /1 2 1 SHEET 2 OF 3 SIGNED: 08107,12015 v • • BYO E IV p' tP 1kj06 3TAT' REV 'F•: 1QRll 1 \ \\ AzilfONA i1 G\\\ L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllom as@I rlomaspexcim Manufacturer: NU 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 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P-E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1 /8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 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 'I Lb Or 1. 1k • VTO r- ta l ttti Luis R. Lomas, P.E. FL No.: 62514 08/0712015. Florida Building Code Online i Page 1 of 2 Business & Professional Regulation r MtW' As d BCIS Home 1 Log in User Registration I Hot Topic Submit Surcharge Stats & Facts i Publications FBC Staff BCis site Map Links Search USIn J Product ApprovalProfessmIUSER: Public User Regulation WdRa &MMM Heft % ftduef or &2Bml621 Search > 6 l-MM APp'11Mtl- DEW FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle, pestow@acm-metals, com Authorized Signature Vivian Wright eickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Add ress/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 4, Evaluation Report - Hardcopy Received Fiorida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence RL12019 RS enr Of lndpoendence.odf Referenced Standard and Year (of Standard) SStandard. 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 AC AMERICAN CONSTRUCTION METALS 5140 West O flon Street Tompo, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or 7' x 7' batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONiENIS. SHEET # DESCRIPTION 1 Typical elevations &.genelnl notes 2 Panel details 3 Soffit detntls &des' n pressures 4 Soffit details & desl n pressures 5 SoNd details, design pressures & bill. ormatedais TRIPLE AITA T,4-012 (.0115'THICK) Ti014 (,0135THICKi QUAD4(QC G4.012 (.011$-THICKI 0 4-014 0135THM W K t It t m O In rflr 1111 O °n a0 Z° U N 0 Zp=<o' W9aka TOT 4 c °: Z 43 lsmc, N.T.S. cHK.Ov: LFS oluMucnn,: FL.-12019. f SHEET 1. OF 5 SPAR '' A..* _ SPAN " SPAN A " ROOF OVERHANG — . ROOF OVERHANG ROOF OVERHANG ROOF ROOF ROOF ii`' y',. r afi o ig- FRAMING to FRAMING FRAMING frr I fIFItt1 l`` Ln o n m i U N ALUMINUM ALUMINUM o o E _0FASCtA. m z cFASCIATRIM -.: m M S d g aTRIM „ _ _. EMU OR J EMU OR - SOFFIT CMUV)R V a or+ 50FF1T- SOFFIT~ WOOD ` WOOD 9uWOODSQpDEfAIL'C' FRAMED SEEDETAII"A" FRAMEDaSF.P.OF..TAII."A" / FRAMED SEE DETAIL" B' !! SEE.DETAR ' D" SEE DETAII."C SIDE VIEW - SINGLE SPAN y CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w/ truss/framing canLlever) (Shown w/ Ws/framing cantilever) (Shown wJ truWrrarninq canOlever) y; SINGLE SPAN LENGTH DESIGN PRESSURE (PSI) POSITIVE NEGAlIYE s" 70.0 141.0 10" 60.0 60.0 IT 50.0 50.0 T4~ 38.5 39.5 30.0 NVIt:vy uvrrrnmirvu DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD DETAIL - 8 " F-Channel TRIM NAIL ATTACHED THROUGH FASCIA NOTE: @ 16" O.C. MAX. FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES INSTALLED END OF PANEL AND B" MAX. O.C. SEE DETAIL "J ", SHEET 5) I y1/6'MAX. tT- DETAIL " A'. Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ I T O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 12' O.C. (INTO WOOD) IN F-CHANNELSLOT OR T-NAIL @ 12" O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.C. INTO FRAMING MAX. 5 V MAX.. , STAPLES INSTALLED @ I t O.C. (NTO WOOD) IN J-CHANNEL SLOT OR 7-NAIL @ 17' O.C. DETAIL" D" J-Channel Fascia STAPLES INSTALLED @ 12" O.C. (INTO WOODI IN J-CHANNEL SLOT OR T-NAIL @ 17' O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.C. INTO FRAMING - - 7 I do" DETAIL „ C •, a n I«. J-Channel s6AiE - N,T.S. a JK m SUBSTRATE NOTES: IFS ; 1. WOOD SUBSTRATE: G = D.42 OR BETTER NO,. a PVSHECr2, MASONRY SUBSTRATE: 3.ODO PSI CONCRETE (ACI301)2019.1 o OR HOLLOW BLOCK (ASTM C90). or 5 n l BEM DESCRIPTION MATERIAL 1 FASCIA .0215" THK. AL 3105 - H14 ALUMINUM 2 J".CH.A.NNEL .0155"THK. AL. 3105 - H24... . ALUMINUM 3 rCHANNEL.0155"THK.AL. 3104-H19 ALUMINUM 5 QUAD 4 PANEL .0115 OR .0135" THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANE(. ;0115 OR .0135' THICK] Al. 3105 ALUMINUM 7 15x1.3/4"TRIMNAIL S.S. 8 IS" GA. X 114" SS STAPLE w/ 7/8" MIN. EMBEDMENT STEEL 9 2"X,2"BATTENSTRIP (GZZORBETTER) WOOD 10 APA B-C- GROUP 1 EXT.15/3T PLYWOOD OR BETTER WOOD 11 097' DIA. T NAIL w! 5/8" MIN. EMBEDME STEEL 12d X 3.1le H.D. GALV. STEEL COMMON NAIL 0 24" O.C. w/ 1-3/4" MIN. EMB. DETAIL "H " IX2 VERTICAL FRAMING (G>=0.42) ATTACH w/ 2-8d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 END OF PANEL AND 6' MAX. O.C. SEE DETAIL -J ") C. MAX. ILMAIL A_ ROOF CVERHANG ROOF SPAN "A" 12dX31,4" _ — =-- CMU Ol H.D.GALV.STEEL i WOOD COMMON MAIL @24"O.C. SEE DETAIL "A" /_ FRAME w/ 1-4/4" MIN EMB (3 STAPLES INSTALLED @a END OF PANEL AND SEE DETAIL"J ") AIL "1" TWIN SPAN LENGTH w/CONTINUOUS BATTEN A- DESIGN PRESSURE (PS0 POSITIVE NEGATIVE ts' 70.0 70.0 TB" 20" 60.0 6D.0 22" 54.5 54.5 29" 50.0 50.0 CONTINUOUS SEEDETAIL"H" BATTENOCL . aa m EiQ;r p o mf s W 0N SEE DETAIL" B ". E m m u C1 SHEET3) /A T!` Na 3ara m a. a SPAN SIDE VIEW - DOUBLE SPAN w./BATT'EN... Shown w/ truss/framing can8lever) SPAN " A " ROOF OVERHANG SEE DETAIL"G" SHEET 4) ROOF SEE NOTE 2FRAp1lfjEe. CMU OR WOOL) SEE DETAIL 1- 8. iT FRAMED SEE DETAILA" ISHEET 31 _ SIDE VIEW - DOUBLE SPAN w BATTEN Shown w/ truss/flaming overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMON NAIL OR 3/16" ITW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE 3,000 PSI CONCRETE (ACI301) IMIN. 1-1 bV EMBEDMENT) 0 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). M! I N W m .. zMN`. Z D iE: N.T.S. 5 er: JK m o: LFS j'- d 17^:' S NO.: P FL-- 12019a °o NET _. 5._. Dr .5_. 6 BusineS t7 e5S1 Product Approval JJ ,;jjj J USER: Public User Regulation rP'adud/wcikationSiOrtdt,>.(},>ppqu7tignDeta t-. FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL16305-R4 Revision 2014 Pending FBC Approval Atlas Roofing Corporation 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Meidrin Collins mcollins@atiasroofing.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Zachary R. Priest PE-74021 ULHC 12/31/2020 Locke Bowden A Validation Checklist - Hardcopy Received FL16 OS R4 QI ATL130014 2014 FBC EIAMd Eyaivatkln 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:/hwww.floridabuilding. org/pr/pr_app_dti. aspx?param=wGEV XQwtDqu3BMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products f p; FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FI.lOdS k lI ATL13002.4 NIA FBC Priodoct Evalyatlon Shingles.pdfApprovedforuseoutsideHVHZ: 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 FL163.05 R4 A£ ATL13002 4 2014 FBC Product Evaluation- Shingles.odf Created by Independent Third Party: Yes Contact Us:: Tsttehassee E1. 32394 Wtcite: 850-48'•1 : Tho State of Flrn"A is an AA/F,.O empinyer.;it csas b"1'stta10 Q` Mitgj. Privacy 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 B50.4117.1395. '"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 mmmuniation 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 an be made available to the public. To determine if you are a licensee under Chapter 455, FS., please click here . Product Approval Accepts: Credit SFF https://www.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDquJBMjgU1j3N.._ 7/20/2015 I . C - - MMMEEd La Certificate of Authorization No. 29824 17520 Edinburgh Dr IVEEKTampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT _ FLORIDA BUILDING CODE ell 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: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.21.7.1, 1523.6.,5..1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 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) 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 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 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-170-02-01ASTM D 3462 2009 Page'.! 1 of 9 ATL13002. 4 FL 16305-R4 _ This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufactures shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION M CREEKAsphalt Shingles TECHNICAL SERVICES, LI_C 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 G1assMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAM'm 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 wiScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterS Shake ASTM D-3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfiield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ATL13002A FL 16305-.R4 _ _. taage 2 of 9. This evaluation report is provided for State Of"Florida product approval under Rule 611320-1. The'matufaeWrar 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. REEK TECHNICAL SERVICES, LLC INSTALLATION. GlassMaster® 30 & Basic Wind Speed (V„ it): Tough -Mastery 20 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 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. Nails ol. %= Aw No* 4. w 12- -- • +---12" -----1 Z" Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) R t. am ow am 0M I'm 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 61 G20-3. The manufacturer shall notify CREEIt. 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 (Vol): 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. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSS 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 a4 Nail Pattern" or "6 Nail Pattern" detailed below. 393W Mn.t2 ya9av 0droNn9naN MIh nnn 316'head Wrr 0 0 0 0 0 M ,:3o o cj 0 0 0 0 0 u 6e 6 IM, Figure 3. ProLAMTm 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 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. REEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (VW): StormMaster® Shake 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. 39 are' — — k fF a UW, 12 9e,9Wanhsd radng all i '—fO nM.. Yd head i > YP I y C=j C r .-I t"" l t .:. t ._ 6• t 111 Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Nan-HVHZ only) 39 318' Min .12 as gaNan7ed nng shank nad w h mo 3V head 71 lY 1 0000000 00 OOOC OOOOa /E• Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4__ FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of FionWa product approval under Rule 61 G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vwr): 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 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 1" 9" Figure 8. StortnMaster@ 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 61G20-3 . The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R EK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vut): Basic Wind Speed (Va5d): 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 ip. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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:. 36' L. I2 6m I-]n" ring sink ne1E b d Figure 9. Pro -Cut@ Starter Strip ATL13002.4, FL 16305-R4 Page 7 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. ICREEKTECHNICALSERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (Vuit): Max. 194 mph Basic Wind Speed (Veld): 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.. t 12 ga. 1-1/2" ring shank nail t n i 3 I I I t f__ 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. M-CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS -- 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall 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) Deckisubstrates 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 51' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No. 74021 :t i STATE O F W Y' f 2015.06.2 912:55:48 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 rage y oT a This evaluation report is provided for State of F16 HdW product approval under Rule 61G20-3. The manufacturershall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CmE-."EK Certocate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE.ST" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entitv Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02701 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7168 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 .. FL..16305-R4 Page of 9 This evaluation report is pravtckW for State of Florida product approval under Rule 61G20 S: 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. CREEKATLAS ROOFING CORPORATION aa++..rr..rr 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 GlassMasterO30 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, 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. StormMasterO Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13.002.4 FL 16305-R4 _ Page 2 of 9 This evaluation report is"provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Tough -Master@ 20 Basic Wind Speed (Vat): Max. 194 mph Basic Wind Speed (Vasd) Max. 1.50 mph ATLAS ROOFING CORPORATION Asphalt Shingles 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. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): 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. Installation (Non-HVHZ). Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail . Pattern" or "6 Nail Pattern" detailed below. 36" - — Nails IT 1 tea' Figure 1. GlassMasterO 30 & Tough-Master(D 20 4 Nail Pattern (Non-HVHZ only) 36" -- I- Nails 12" --- 12" --- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 1:6305-R4 Page; 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G2073; 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 Nut): Basic Wind Speed (Vasa) Deck (HVHZ): 6' 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 T Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 393W MSn. 12ga g0vari2ed roofing naN wNmin 3!B'heed jD 2 VT D O O O O oO C7 O Cl O O O Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Mn. 12 g. . dng sh"mIng nr Min ` f C, ..i::: -'- 'El -ice— O—EB -:. r—c: i- -fit-- O—EE) Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern 14" 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'CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMastert Shake Basic Wind Speed (V„it): Basic Wind Speed (Vase): 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 'A Nail Pattern" or "6 Nail Pattern" detailed below. I Mi. 12 ps. 9W.,d ddnm MII J wMh mh 3R•fr d 12 In. ice: CD CJ C=.r "« _ (-, _ iJ• Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) s9". dY Y. W-..pYMNkM p ,tuna Md arncr t fir OOOrD0000 M C C) CD C:3 r- 1COED Em'd 7 t!Y O O O CQ 0 0 0'Oa r- Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002. 4 FL 16305-R4 Page 5 of 9 This evaluation report is 1pWided' for State of Florida product approval under Rule 61. - 2"., The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R K TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (Vuii): 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 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 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rute 61 G20-3. The manufacturer Shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cult® Starter Strip Basic Wind Speed (V,si): Basic Wind Speed (Vasd),, Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)I 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 manufacturers published installation instructions.. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions., Shingles shall be attached as shown below . 3C Ir 12 ga.1-1/2' iinV shank -0 IT l Figure 9. Pro -Cut@ Starter Strip ATL13002.4 FL 10305-R4 Page 7 of 0 This evaluation report is.p .m'ded for State of Florida product approval under Rule 61GW0 & 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. CR..EEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„ it): Basic Wind Speed (Vesa), Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min: slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. -plywood or wood plank for new construction; Min. 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.. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12"__........_......_ .. _.r 12 ga. 1-1/2" ring I r— shank nail1 1 i t l Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 raw - vi o, This evaluation report is provided for State of Florida product approval under Rule'61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation,: 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t CRt'.il •Fitt GGENS it AP No. 7402T .. r cc 10 STATE OF , s • C` .ffi+. r i `. CERTIFICATION OF INDEPENDENCE 2015.06.2 9 2:55:48 a yrwrw.+err 0400' 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. ATLI END OF REPORT FL 16305-R4 Of ledmtcaf Setvieces t! C-of.aryy pra0uet ettetiges or qualty asstu'*nce etfarges througix>ut the dUratton for vvtddt this report is valid.. This evaluate m mpo-t does not )Vress nor. Implyvrarranty, instatlation, recomme i00 use,. orother proriuct attributes that are not specifically addressed herein. r Florida Building Code Online U Page 1 of 1 i F11.52- G- CEO Telr1Ud870CSonAifBCISHomeLogin { User Registration i Hot Topic ( Submit Surcharge Stats & Facts I Publications ( Flic Staff { BCIS Site Map { Links Search Rusin Product Approval yyy USER: Public User Regulation p> _ >pp)Eca cel,3iY I 1 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 C05CCH KitSSP1iJF.-n FL# Tune Manufacturer Validated By Ratus FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments PVarw+,!±r v.o..•wr.v...a:vr. «.....o..,...-.. ,_..-_ _,•. 7`--- -• - - - -- -.-..: __- - Contact Us :: ` t r2t+ OW1112 2 Ta A • FL 12ZA . $50-49741824x49ii:.. rTtt e?'nS The State of Florida is an AA/EEO employer.. &revr5cht2kZ46b %UiL NRoridi::: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mailAf you have any questions, please contact 650,487.1395. '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 emaiis 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 hem . Product Approval Accepts: Credit Cirri SAFE https://www.floridahuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Pagel of 2 ` p j d aeIS Home j Log In User Registration Hot Topics Submit surcharge Stars & Facts Publications FBC Staff S acis Slbe Map 1 Links Search Si t Product Approval rf. r USER: Public User Regulat. l z4lr ;:> eia45' •,oa i _s nni.>> Arvltestian aefau: 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@i nterwrap.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 Undedayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence FL15216, R2 01 2015 01 COI Nieminen.ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgv3yVVKJZl Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option 8 Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 54miinaiy of Products FL V 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 INJERINRAP R,KINOROOF FL15216- R2•odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation .Reports FF-S71k u pE 3015.04 'FINAL ERiNl'ERWFt:AP RHINOROOF FLT521.6- R2.Ddf _ Created by Independent Third Party: Yes giii Me:E Contact Us :: f 940:h0rth 1 mi Stre--L TYpaha ee FL 3- M Phone: 06 487-1824 The State of Florida is an AA/EEO employer, c yy,(„tjt3QQ:2Gf3 5tarto d'Etw a, :: 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 orrice by phone or by traditional mail. If you have any questions, please contact 850.487.1395.:-Pill U nt toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an erriiil, ofadniss Iftheyhaveone. The emails provided may be AjsW.1or official cornmur eatiWwlth the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide.the'Deyarttnent with 8n*iW address which can be jrtridli j6"llable to the DI G To determine if you are a licensee underCtapbV415 . f:,5:, please dick ice; Product Approval Accepts. Credit .arr1 SAE E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 EXTERIOR RESEARCH & DESIGN, LLC. F Certificate of Authorization #9503 TRINITY ERD 353 CHRISTIAN STREET, UNIT #113 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED CoMPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Lode 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, Fforida OCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E.on04/27/2035: This does not serve as anetectronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity]ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) 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. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 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 (TSf1509) Physical Properties 100539395000-006 03/14/2014 ITS(QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 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 TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 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 Asphaltg Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal & Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report 140510.02.12-R2 FL1521&R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 (tHinoftoof1130.: 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 14inch 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 Sinxle Laver; 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 Doukile Latter 2'12.<ftoof-Sloge < 1A2: 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. Certiftote of Authorization #9503 Evaluation Report 140510.02.12-R2 FLiSz16R2 Revision 2: 04/27/2015 Page 3 of 3 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 140510.02.12-112 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. 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 DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, M on D4/27/2015. This does not serve as an electronically signed document: Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named cllent 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 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. 0 TRIN - Y I ERD ROOFING COMPONENT (EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of use set forth herein. 2. STANDARDS' Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 3.507.93 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 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. S.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: TABLET: ROOF COVER OPnONs Underlayment Asphalt Shingles Nail -On rite Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRo11 of U20 Yes No No Yes Yes L No 5. 6 Exposure Limitations: 5. 6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6. 2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certificote of Authorization #9503 Evaluation Report 140S10.02.1Z-R2 FLIS216- RZ Revision 2: 04/27/201S Page Z of 3 IJI RINITY (ERD 6. 3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6. 4 RhlnoRoof U20: 6. 4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6. 4.2 SiAete Layer, Roof Slone > 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 Doublo.Laydn ltU < Roof Slope <4:12: End ( vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half - width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-112 Certiflcate of Authorization U9503 FL1S216- R2 Revision 2: 04/Z7/2015 Page 3 of 3 r 02/1112015 13:41 fAX) P.0021004 MI MIAMI-DADE COUNTY o PRODUCT CONTROL SECTION DEPARTNUM OF REGULATOPW AND ECONOMIC RESOURCES (Rn) t 1905 SW 26 Street, Room 20d BOARD ANb CODS ADMINISTRATION D1vI310N Miami, Florida 33175.2414 NOTICE OF ACCEPTANCE (NOA) T (7)3 iS-2390 P (7s6) 313-2549 Southcastern Metals. Manufacturing Company, Inc. 11801 industry Drive Jacksonville, FL 32218 Scon: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. ThedocumentationsubmittedfiebeenreviewedandacceptedbyMiami -Dade County :RER -Product Control Section to beusedinMiami' Dade Comfy -and other areas where allowed by *6 Authority Having Jurladictton (AHJ): This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control SectionInMiamiDadeCounty) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have thisproductormaterialtestedfor, quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense. of such testing and the AHJ may immediately revoke, modify, orsuspendtheuseofsuchproductormaterialwithintheirjurisdiction. )%Ep rest ves the right to revoke this acceptance, if it is daI fined by:Miami-Dade County Product Control Section that this product or material fails to meet therequirementsoftheapplicablebuildingcoda This product is approved as described herein, and has been designed to comply with the Florida Building CodeincludingtheHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and followingstatement: "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 changeintheapplicablebuildingcodenegativelyaffectingtheperformanceofthisproduct. TIRMINA.TION 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 sectionofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTEEN ENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by theexpirationdatemaybedisplayedinadvertisingliterature. If any portion of the NOA is displayed, then it shall be doneinitsentirety. 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. Collao, R.A. 1 NOA No.: 13-0814.08 Expiration Date: 04/1S/19 Approval Date: OL23/14 Page I of 3 0211112015 13:42 P.0031004 ROOFING ASSEMBLY APPROVAL Category: Rooting Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: nniActttred 6_v Tut Product is ; ItaemAfaae Snecittcstiunr - .8 Weather Vent Vent: 4- lei" x 19" x 46' TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch: MANUFACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Tnt AaO4cy Teilt Identifier Test NamdRecart Date PRI Asphalt Technologies, Inc, TAS 100 SEM-002-02-01 09/14/03 ICCES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Desennp_tioa; _ _ 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 i-A" galvanized ring shank roofing nails spaced approx. e" 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). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 ApprovAl Date; 01R3114 Page 2 of 3 0211112015 13:43 M P.0041004 LIMITATIONS: 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. S. 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. 6. 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 Control Approved" or the Miami -Dade County product Control Seal as shown below: DRAWINGS r o • ROOF FLANGE NAIL PLACEMENT O a • • • A END OF TMS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 ot3 Page 1 of 3 Florida Building Code Onlinek. j^U. r < < T i I Submit Surcharge I Slats & FaCtS i Publications I FBC Staff I BCIS Site Map I Links I SM6 1. a,jW, i 'a BCIS Home I Login 1 User Registration . Hot op a t parm>elli .. . Bus nes P.: { . Product Approval O.USER: Public User Re' `i+tl n > 1'Catlon iJst > Application Detailli poeti llooravalkenu> .. _._. FL # FL2197-RS 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 Ext7480 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 AddressJPhone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Category Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation EntityComplianceMethod Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 ICC Evaluation Service, LLC. Validated By Certificate of Independence Ri 941 RS i:M CertOcate oftndeoandenee for Evaieo n ndf Referenced Standard and Year (of Standard) aaandarA. Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwd)gvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre i'SWE https://www.floridabuilding.orglprlpr_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 t5K-1; 1I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn (800) 423-6587 1 (562) 699-0543 A Subsidiary of the international Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil•c°m.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006International Building Code' (IBC) w 2012, 2009, 2006 International Residential Code® (I RC) 0.2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009113C. 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 M1116: Model M-16 and Model Mil 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 1114-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 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 (6A mm). Each slot has a 0.33-inch-long (8.A 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 MiTeke M-20 HS, Mil 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 0254nch-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, ICC-ES Evaluation Reports are not ro be construed as represeriling aesthetics or any other attributes not specifically addressed, nor are they to be cons rueasanendorsementofthesubjectofthereportorarecommendationforitsuse. Aerc is no Warranty by ICC Eraluation Sen+ice, ! LC. express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report " Page 1 of 5 Copyright 0 2015 ESR-1311. I Most Widely ACce led and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'1PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0:5 . 176 121 137. 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir _. 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch Hem -fir 0.5 0.43 220 185 . ._ 195 148 180 129 190 145 Spruce -Pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 IA-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem-fir 0.43 139 .. . 1.11 97 109 _ Spruce - Pine -fir Southern pine 0. 42 0. 55 148 187 108 143 107 138 103 150 For SI: I Ibfiff = 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. AA = 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 perperi iicular to load, wood grain perpendicular to load Alltrusspixiesarepressedmtothevaoodforthefulldepthoftheirteethby hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfoilowedbyfull -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 MII 16 M=20 AND Mil 20 M-20 HS, M1120HS..ANp fNT20H Efficiency Poundslinch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Poundsllnch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' . . Tension @ 00 Tension @ 90° 0. 70 0. 36 2012 1 1013 0. 50 0. 47 880 820 0. 59 JE 0.48 1505 1219 Tension Values in Accotdanaewith TPI-1 with a 1) ation (see Section 5..4.9 (e)] maximum. Net Section Occurs over the Join Tension @ 00 Tension @ 900 0. 68 0430 1945 0.62 849 0.48 f 1091 841 0. 67 0. 52 1716 1321 Shear Values Shear @ 0° Shear @ 30' Shear @ 600 Shear @ 90° Shear @ 1200 Shear @ 150° 0. 54 0. 61 0. 73 0. 55 0. 48 . 0. 35 1041 1179 1402 1055 914 672 0. 49 0. 63 0. 79 0. 55 0. 42 0. 4.6574 738. 936 645 490 544 0. 43 0. 61 0. 67 0. 45 0. 34 0. 3 761 1085 1164 792 608 537 For SI: 1 Ib/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. Maximum. 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 Kridely. Accepted and Trusted Page 5 of 5 0.12V 0.2W 0 5W 32mm 64mm 1170 0 3w 9 3 inn M-20 HS, M!l 20 HS, MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report LbK-1s1-1 ro%, Quppicillulli, Reissued June 2015 This report is subject to renewal June 2017. wwwkc-es.om 1 (800) 423-6587 1 (562) 699-0 3 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: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSM 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, Mll 20 HS, and MT20HSTm. recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 201:4. and 2010:F16- Building Code—Reard oUbl,. provided the design and installation are in accordance with the Intemational`Building :Cp*::.pc)':provisions notedin. 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 MT20HST" has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a qualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES [valuation Reports are not to be construed as representing aesthetics or any other attributes not sp¢ciftcally addressed, nor are They to be construed asanendorsementofthesubjectofthereportorarecommendationforitsuse.. There is no warranty by ICC Evaluation Service, LLC express or implied, as _ to arty finding or other nwuer in this report, or as to arty product covered by the report. .. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report cQR- r J r ' Reissued June 2015 This report is subject to renewal June 2017. wwwJ.cc-es.orq 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, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS rm 1.0 EVALUATION SCOPE Compliance with the following codes: tr. 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 20061ntemational 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 [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G6D 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 additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 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 (0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0..0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.,4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek M-20 HS, Mil 20 HS, and MT20HS^": Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0:9 mm)], ASTM A653 Grade 60; high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-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-E.S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse, Thereis no warranty by ICC Evaluation Service, L.LC, express or implied, as to any finding or other matter in this report, or as to any product covered by ePo l. Page 1 of 5 Copyright 0 2015 ESR-1311 Most ifdely Act'8pted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 11 Douglas fir -larch 0.5 176 . 121. 137 126 Hem-flfir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55„ 174 1216 147 122 M-20 and Mill 20 Douglas fir -larch 0.5 220 .. . 195 180 190 Hem -fir 0.43 185 146 129 145 Spruce -pine -fir 197 1. 144 143 131 Southern pine 0.42 0.55 249 . 190 184 200 M-20 HS, MII 20 HS and MT20HS. . Douglas fir -larch 0,5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 150 Southern pine 0.55 187 143 136 For SI: 1lbfin` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, 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 perpendicutario load,.wood.grain perpendicular to load . 3Ali truss plates are. pressed into the wood for the full depth of their teeth by hydraulic-paaten embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embbdment roller presses and hydrauiicrplaten presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MII 16 M-20 AND Mll 20 M-20 HS, Mill AND MT20HS FORCE DIRECTION Efficiency PoundslinchlPair of Connector Plates Efficiency Poundslinch/Pair of Connector Plates Efficiency PoundslinchlPair of Connector Plates . Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Q.59 1505 Tension @ 0° 0.70 E11122 0.50 & 200 Tension. @ 90° 0;36 0.47 0:48 1219 Tension Values in Accordance apth TPI-1 with a Deviation [see Section 5.4.9 (e)] va)d 0111 Net Section Occurs over the Join? Tension @ 0° 1.68 1945 0.62 1091 0.67 1716 ......_ Tension @ 9.p° . 0.30 849 _ 0:48 841 0.52 1321 Shear Values 0.54 0.61 0.73. .. .. 0.55 0.4.... 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 1. 0.85 , 1184 792 608 537 Shear @ 0° Shear @ 30° Shear @ 60° hear @ 90° Shear C 21266 .. Shear For SI: 1 Inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes throiigh a line of holes. ZMaximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125• . g 2ST 0-8W a sw 3:2 mm E e mm 122 7,mm 9 33mmm a00 000 6-- 00 000 000 000 000 000 00 A 000 000 A Duo M-20 HSI M1120 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) i ICC-ES Evaluation Report iC.7R-1J1 I I La... .u.rr"....,.. Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6581 1 (562) 699-0643 A Subsidiary of the International Code Council DIVISION: 06 00 00--WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 WWW-mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HST" 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, Mll 20, M-20 HS, Mll 20 HS, and MT20HST"", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: K 2014 and 2010 Florida Building Code —Building A 1 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeO Truss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HSTm, described in Sections 2.0 through' of then piaster evaluation re)7, rt ESA-13t1?; comply with the 2014 and 2010 Florida Building Code —Building and'tYte`2014 silt! ZD U;Fli id4 Bulldlltg Cora&.—Roddentiaf; provided the design and installation are in accordance with the International I3wlding code (IBC) provisions noted -In the toaster report. Use of the MiTek®Truss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HS'm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For prid ze#s fdtling, under .Honda Ruler9W3, vedficattori that the report hold6g quality assurance program is audited by:dqualifyassurance :entity approved. by the Florida Bustding Commission for the type of inspections being conducted: is the' respgnsi6614 of:an;apptoyed validation entity (or the COCii3.officiatwhen: the f.opott.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 nor spifically addressed nor are they to be construedec as an endorsement of fhe subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC. express or implies( as to airy finding or other mailer in this report, or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report ca""1J1 f Reissued June 2015 This report is subject to renewal June 2017. wwwJec-es.org (800) 423-6587 1 (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. 14516 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, MII 20, M-20 HS, MI120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 Intemational Building Code® (IBC) it 2012, 2009, 2006 International Residential Code (I RC) 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 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 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mill 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 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 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal., Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-tong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details; 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC-T;S Evaluation Reports are not /o be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed i as an endorsement of the subject of the report or a recornmen C1+co coetaby There `s no warranty by ]CC Evaluation Service, LLC, express or implied, as j to arty finding or other matter in this report, or as to arty p y Po Page 1 of 5 Copyright 0 2015 Page 3 of 5 ESR-1311. 1. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2IPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 16 Douglas fir -larch. 0:5 176 ..._ 121 137 126 Hem flr 0.43 119 .. 64 102 98 75 107 Spruce -pine -fir 0.42 . 127. 82 _.... 174 ... 147 Southern pine 0.55 _ _... 121i 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 129 145 H.em-fir 0.43 185 148 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 . 190 184 200 M-20 HS, Mill 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143. _. Hem-flr 0.43 139 111 97 109 48 108.. 107 103 Spruce -pine -fir 0.42 - 1148 Southern pine 0,55 143 138 150 For SI: 1lbfin2 = 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 perpehdiduA to 10ad. wood grain perpendicular to loadAlltrussplCitesarepressedinto.the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mil 16 M-20 AND Mil 20 M-*HS, MII 20HS AND MT20HS FORCE Efficiency Pounds/inchlPair Efficiency Poundslinch/Pair Efficiency P of Connector it DIRECTION of Connector of Connector plates Plates Plates Tension. Values. in Accordance. with. Section 5.4.4.2 of TP1-1..(Minimum Net Section over the Joint)' . Tension @ 00 0.70 2012 0.50 880 _ 0.59 1505 1013 0.47 820. 0.48 1219 Tension @ 90 0.36i ' Tension Values in Accordance with TPI-1 with a i'3eviation tsee Section 5.4.9 (e)] Maximum N6t Section Occurs over the Joine 1716 Tension @ 01 0.68 1945 O.t2 1091 0.67 0.30 849 0.48 841 0.52 1321 Tension @ 90 Shear Values 761 Shear @ 0° _ _ 0.54. 1041. 0.49 574 0.43 1085 Shear @ 300 0.61 1173 0.63 _._ 738 0.61 Shear Q 600 0.73 1402 0.79...... 936 0.67 1184 1055 0.55 645 0.45 792.. Shear @ 90° 0.55 0.34 608 Shear @ 1200 0.48 914 0.42 490 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, linch = 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 lintspasses through a line of holes. 2Maximum: 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.. Most Widely_Accepted and. Trusted Page 5of5 0:12V 0.25W 6,8W w3a 3.2 m}m 4mm 12--7-+mm 9i3mmi Q Q DSO D BOOS OHO 000 r con 000 ODD t. Ono A ODD OQ 000 000 WDTH M-20 HS, Mll 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report r_QM-10 1 1 F-"" .,..rF1'%'I ` Reissued June 2015 This report is subject to renewal June 2017. www.ice-es.org j (800) 423-6587 1 (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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www_mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS r" 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, Mil20, M-20 HS, MII 20 HS, and MT20HS'm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: 2 2014 and 2010 Florida Building Code —Building 0 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST`", described in Sections 2.0"thrt ugh 7 0 O!"t1ti3 rtiasfeC exalush report ESR-13'11,.Comply with the 2014 and 2010 Flgrnia Building Code —Building and thB M4 and:2t)10 Fb6da Bulldmg Code. -"Re. iden11a1, provided the design and installation erg an accordance with thelnter•Ct2ttor al Building. CaZle (I6C) pMAsions.noted..in.the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST' 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 praditcts falf'iFlg under Florida: Rule 9N-3; verification that the report holder's quality assurance program is. audited i .t equalitpassurance.:krttity aApraved by the Elarida Bu(tding Commission for the type of inspections being conducted is theresp6hoi.ratof an: approved validation entity 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 rearesenling aesthetics or ony other attributes Y tspecifically addressed, nor are theyto or implied asbe d as an endorsement of the subject ofthe report or a recommendation for its use; There is no %varran b JCC.F.raluation SenVice, LLC, express to aM, 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-fJ I I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 OD -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.m-ii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: t1 2012, 2009. 2006 International Building Code®{IBC) rt 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADM., 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 Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4..1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4-8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek®M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness 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 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 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, fCC-CS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranly by ICC Evalvalion Service, LLC, express or implied as to any fending or other matter in this report or as to airy product covered by the reporl. Page 1 of 5 Copyright 0 2015 ESR-1311 1 Most Widely Acce ted and Trusted Page 3 of 5 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in/PLATE) LUMBER SPECIES SG AA EA .... AE EE M-16 AND MII 16 176 121 Douglas fir —larch 0.5 _ 137 102 126 98 Hem -fir. .. 0.43 . 119 64 127 82 75 107 Spruce -pine -fir 0.42 174, 126 147 122 Southern pine 0.55 .. M-20 and Mil 20 ... Douglas fir —larch .. 0.5 220 195 180 129 190 145 Hem -fir, 0.43 185 146 197 144 143 137 Spruce -Pine -fir 0,42 .... 0,55 249 190 184 200 Southern pine M-20 HS, Mil 20 HS and MT20HS Douglas fir —larch 0.5 165 146 135 97 143 09 0:43 139 111 Hem-flf. Spruce 0 42 148 . 108 107 103 pine -fir Southern 055 187 143 138 150 pine For SI: llbrin2 = 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 Fla = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood gram perpendicular to loadEE. = Plate perpendicitla lb loan. vYbOd grain perpendicula(to load All into themood for e hill depth of their teeth by hydraulic platen embeiiinard.presses multiple toner presses that tossplatesare _pressed . usepariialembedmentfollowedby fufil-embedment rollers, ar combinations of partial embedment roller presses and hydraut<c platen Presses that feed trusses into a stationary finish roller press. TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Ibliinch = 0.175 N/mm, 1 incn = zo.a mm. NOTES: MinimumNet Section — A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes_ ZMaxiMUM Net Section — A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I .. Most Widely Accepted and Trusted Page 5 of 5 0 125" .0.251P 0.WV Q 3e5• S 2 mm a Ay mvm 12. 77 mm 9.3-mm va rrtl . M0.20 CIS, Mll 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 i-mc 5uppiement Reissued June 2015 This report is subject to renewal June 2017. WWWJCc-es.org 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT, MiTek®TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 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 Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and2010FloridaBulkiing: Code—Resid6PUK. provided the design and installation are in accordance with the International Building Code.tlBG) provisions noted in' khe master report. Use of the MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products failing under Florida Rule 9N-3, verification that the report holders 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 are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to arty finding or other mailer in this report, or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 f Florida Building Code Online C (f Page l of 2 FT R "i3 3.`i• `2 it Fu.'{ 3+( a-,T>7kN^f 'C "h F:a a ' lea ry tsb t ` ` •. 7`i ti 3" R•`8 r£ 954n dj .;. r}: NA r .,wy yyy r ant .}1 f1 ' 1 ( 111 Business Profess+ona RegulaiiQn., III. - BOS Home Log In User Registratiort Hot Topics i Submit Surcharge Stats Facts Publications FBC Staff BCIS Site Map Links Search BusinesIX.) Product USER: Public User 4e l,: rtt 1 ':ly. t';x(It YG1 Menu • .1 4AgplhWWI.S 16f L x Application Version 2014 Application Status ApprovedCode Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Authorized Signature Xianbin Meng benmeng8@yahoo. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 14l Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida license PE-0046549 Quality Assurance Entity National Accreditation & Management institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Lei Validation Checklist - Hardcopy Received Certificate of Independence .FL 14239 Ra C01 Inden ndf Referenced Standard and Year (of Standard) Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect Z A239 R3: Eduiv Eciuiv.odf: Sections from the Code https:// www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Sutnmary of Products . Method i Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) limits of Use Installation Instructions Approved for use in HVHZ: Yes EL.14235 R3 I1H Dwa,od Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the Ft+C. i 3 AE Eval.Bdf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Nacfr Nmrt . Intact Us :: exn North .. rra r, TaWMslee EL 12320-Dhorwe: 8 A8T-11L>4 The State of Florida is an AA/EEO employer. CQVW M 2007-2019'aMe of flonea :: Pdvm S AccessbIlty Refund Statement nder Florida law, email addresses are public records. If you do not wantyour e-mail address released in response to a public -records request, do not.send lmt ki oil to this adpttAnstello, oornatt the office. by Dhoti or try traditionw. mad, It you have any questions, please contact850.467.1395. •PinslAnt to 9t+455,275ti?. Flortds'.5tatutes,-effesrive 0Mo61Ii1,,2612, 11'ttgsees ker>sw under Crispier 455, F.S. must Provide the DepOetn RmentwithanaN address It v. t a tp..The emttl< prdvided,may, be used 6r.elrEiai co(iimunkatin TAM Lhe. IkanSee..Hoaevar'elnall addresses are public record. 1t YOU40 tit wish to a parr -.oral address;_pease provide'the DeDartmentswith an emu address which can be made available to the public. 1 o determine if you are a licensee under CNVle 455,.F..S., please click jerr-. Product Approval Accepts: Crc tti:ArFrj_i https: ll,N ww.floridabuilding.org/pr/pr_app_dtl-aspx?parani=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONSmm t CENTER OF CRAVAT' \ „ s ASSUMED TO ACT AT THE ' GEOMETRIC CENTER OF THE } MECHANICAL UNIT. C., MECHANICAL UNIT MUST F E _ SQUARE OR RECTANGULAR,- _ Q NO IRREGULAR SHAPES_ j z ENX Waof N YMAI( HOST STRUCTURE AESI_ BY OTHERS. SEE t SCHEDULES FOR ALLOWABLE SUBSTRATES 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. SEE DESIGN t CENTER OF SCHEDULE FOR GRAVT'TY MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CLIPS SEE DETAIL. 1/3 & 213 1,2 FOR CLIP INFORMATION 3 TYP. r a ( 3"MAX.. 1. TYP. e p 3TYP tAL 1. kst 4X MECHANICAL UNIT Tro~,` 141 . i _. T.IE-D..OWN ISOMETRIC 1Y7?E OFflip AND NUMUER9F CUPS' 1 1•. a Ic.(/• ISOMETRIC PER CORNER WILLVARY PER CONNECTION TYPES CI"C4 ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE F01_ ING'EXAMPLE ILLUSTRATES THE PRI.ICEDURE USED TO DETERMINE THE M.4%TERM ALLOWABLE RO.. LEE S INSTALLATION DESIGN C ED ANY GIVEN MECHANICAL UNIT THAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN.. SEE SHEETS 4.5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING LMTTEWA- Vu1ta170 MP' r, EXPDS(TP.E'B' 40" TALL X 48" DEEP X 48' WIDE., 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1.,• 7" G.TP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) M PROCEDURE STEP __...._ RESULT 1 DETERMINETHE' CONNECTION TYPE BASED ON THE OSA(iRAM5 ON 51tEET 2 CONNECTION TYPE 3 .._._. THIS INSTALLATION IS INTENDED FOR A VVIt .1'70 MPH, EXPOSURE'B. IH15 DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CP•ITERIA CORRESPONDS TO TABLED 5 ! I DETERf1LNE LARGEST FACE ARU OF MECHANICAL UNR TO BE INSTALLED 48' 4S"=16FT' - - S THIS UNIT HEIGHT OF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE H .1 11T OF 48". NOTE. THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT HEIGHT RESTRICTION L OF ANA/C STAND THAT IS A MAXIMUM 30"TALXFAN A/C STAND IS UTILIZED. CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30"IN HEIGM 5 yam'--------...yyy,,,' CHEEX MUi1NUM UN- TT NIN 4_ Wtt A ER-T1Wi TN MORI OW LE. IDiM . u` THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO 15 FT, ADDITIONALLY THIS UNIT MAYBE INSTALL EO ON ROOFTOP HEIGHTS GREATER e DETERMINE THE ALLOWABLE ROOF -TOP HEIGHT OF THE INS'TALIATION TITAN .1 All. I.!, THAN 300 FI. SEE(') ON TABLE 5 FOR THE NUMERICAL I VALUES OF THIS DESIGN EXAMPLE LI 02®rTE.EEN OF_SIGNED INACCORDANCEWITH ASCE %-SO AND THE ROBUIDING CODE FDA USE WITHINANDOlff570ETHEHIGHVELOCITYHURRICANEL •( ALL UTNLR UC11UM YA2C m:, d. THE HEIGHTS LISTED IN THEDESIGN SCHEDULES REPRESENT TALLO HE WABLE HEIGT!T OF MO THE BUILDING. THIS PRODUCT APPROVAL ALLOWSFOREACHUNITTOBEINSALLEDONAWW• MAXIMUM $0"'TALL A/C STAND (CEP.TiFICATCON BY OT11ER5) ON YOP OF THE HEIGIiTS Y LISTED IN THE: DESIGN SCHEDULES,. _ LUCSgGENERALNOTES:,. I. THIS PRODLK-THASBEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-1.0. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE. ZONE. -+ 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF'I'HIS of - m : SYSTEM. U 3. DESIGN ISBASED ON C}.[ ENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST z LL REPORTS 't(•¢. + 709 BY TESTING EVALUATIONLABORATORIES, L.-L INC.. NO SU&SITTVITONS- q CfTEI1' APPROVAL BY THIS fNG1NEER SHALL BE j PERMITTED.z 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL ZZ CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS Q F v O I - CLEAR SPACE, TONNAGE, ETC$ SHALL BEASPERMANUFACTURERRECOMMENDATIONSzpnmQANDARETHEEXPRESSRESPONSIBILITYOF THE CONTRACTOR. Ox w a. K 5. FASTENERS TOFE BE F12 X ER OR GREATER SAE GRADE $AIRLESS NOTED STEEL ONLY, w N w O TApCbNS REFERRED TO HEREIN SHALL 0E 1TWOLRL.OFX BRAND, CARBON STEFI. ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR Q m REQUIREMENTS. ALL. FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION z ,„ LA TO PREVENT ELECTROLYSIS. 7Ca 6, ALL STEEL CUPS SMALL BE AS TM A283 STEEL (GRADE ET D) WITH Fy%,33 KSI OR BTER. c ALL STE MEMBERS SHALL BE PROTECTED AGAINST CORROSION WMI AN APPROVED Lu COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION; GI)O-RATED COATING REQUIRED FOR ALL COASTAL INSTALLA:BONS. z O 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFiCATION.AS A MINIMUM, T--1 ALL CONCRFT F. SHALL BE STRUCTURAL CONCRETE 4" MIN. THICK AND SHALL HAVE w MINIMUM COMPRF.SSIVESTRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. I S 9. THE CONTRACTOR IS RESPUN5IBLE TO INSULATE ALL MEMBERS FROM OG'SIMILAR . MATERIALS TO PRFVFNTELECiROLYST!3. m 9. Ei. EC'TRIGAL GRMIW, "WNETH: REQUIREq TO Be OESTGNI?O >i INSt0.lLE7) BYQITTTdtS: SO. -TNf AOE u':OF ;Iy EI( STING STRUCTURE TO WRHST'AND SVPERLMPOOiD LOADS SHALL Be VERIFIED OYTNE ONSTIE DESTdN PROFESSiONAt AND IS NOT, UnUDED IN EIN, NO AUU1T70NAL THIS CERTIFICATION.EXCEPT AS EXPRESSLY PROVIDED HERCERTIFICATIONSORAFFIRMATIONSAREINTENDED. IT. THE SYSTEM DETAILED HERIS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFEREN'TfROM THE CONOITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHTECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CON)UNCITON WITH THIS DOC"UMEN'Y. 12. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY Fi111 OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE. THATANYREMOVEC OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND , INSTAI LATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RCSPON5IBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS f WAT EK-TIGHTNESS SHALL BE THE FULL RESPONSIBILITYOFTHEINSTALLINGCONTRACTOR. F ¢' 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THATACCOMPANYTHEVultWIND (¢1{]{ : SPEEDS USED IN THIS APPROVAL, SEE SECTION 26. 7.3 Or ASCE 7.10, _ D Z LEI l I r ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS STRATE DESCRIPTION SU5STRATE orscsopTION. SUB`A 3 yy \ _ .. . 2 l7 r (1)-5/16.0 CARBON STEEL (1)-5/16"0 CARBON S r!YL a C ^. ITW BUILOEX TAPCON, IT W RUII DEX TAPCOIiG CONCRETE: 2Y." FULL EMBED TO CONCRETE: 2y- FULL EMBED TO j I' ='p{,O (4- THICK MIN, CONCRETE, 3K- MIN. (4" THICK MIN, - CO.MCRT.RE. Si",HI". zr W vi W, 3000 PR MIN.) EDG DISTANCING E, 31% ANY -MTN. 3000 P51 MIN.) EOG SPTOAHY- : 4 ADJACENT ANCHOR. ADJACENT AACHOR. I) - A 14 SAE GRADE 5 ALUMINUM. (2)- 014 SAE GRADE 5 ALUMINUM: SHFFT METAL SCREW TO SHEET METAL SCRF.Yf5 TO 0. 125' M N. - ALUMINUM, PROVID[ (5) (0. 125" ALUMINUM, PROVIDE. (5) THICK, 6061•T6 PITCHES MIN. PAST THICK, 6061-L'6 3° MAX MIN: ALUMINUM MIN: ALUMINUM' PTTC- HES MIN. PAST THREAD PLANE ) THREAD PLANE V CUPS TVA. 1" CLIPS 3'. MPUCi TYP, y STEEL: (1)-s 14 SAE GRADE S SIEL (2)-R14 SAE GRADE 5 0 12V MIN. SHEET METAL. SCREW TO (0,325' MIN, SHEET METAL SCREWS TO THICK, 33 KSI STEEL, PROVIDE (5) THICK, 33 KS= STEEL, PROVIDE (5) MIN. STEEL) piT(:HES MIN, PAST MIN, S7 tFy PITCHES MIN, PAST Yp Y1A\Y Y' y. M r !? MAX THREAD PLANE THREAD PLANE 1, EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. 7/ Cl{ 2. ENSURE. MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE: CONNECTION TYPE PEC 1 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. CL. CONNECTION TYPE C2 I1T1l. IZE (1) AT EACH CORNER FOR ATOTAL OF (4) PER: UNIT 1- CUP UTILIZE (Z) AT EACH CORNER FOR A TOTAL OF (B) PER i1NTT r; UNIT WIDTH V ` - 6" MAX 6" FLAX G Wr CUP LOFWS cu PAIR SPACING CUP OFFSET Y ~ - „+ I I• 3" TYP MECHANICAL U; UCLIP- CLIP UMT PER SPACING SEPARATE T CERTIFICATION r NA1I , 4' CUPS 3' MAX -., ' TYP, - - 1". CLIPS k )• MAX UTILIZE ( 4) CLIPS EA SIDE gyp, OF UNIT FOR A TOTAL OF 6) PER UNIT FLAX - Jth t\O 3" MAX TYP. CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE( 8) C_LIP DETAIL C3 z vs.•:4/ftUZE III AT.EKH COWiER FOR A,TLNT6F (Aj_PER.I T. C4 N..T.S. PLAN VIEW AL t was - urn tae t) AY E w+ conncn roan roru op eyig y tt% 3 THIS DETAIL. MAY BE USED AS AN ALTF.RNATF.. GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER MR A'TOTAL OF (8) CUPS PER UNIT. i. U J Q Q Fin -1E Z D P - k 0zu!° Q o m zip:= awM. Z a o F-a W MCI FOR ANY CUP LONGER THAN 10" 0. 19" UTILIZE (5)-#12 SAF. GRADE 5 SHEET METAL SCREWS, TYP. 0.069' 1T17C1C ASTM A283 Om STEEL, TYP. 4 o = 3)-012 SAE GRADE 5 1, A1 O SHEET METAL SCREWS jn IE FOR CLIPS UP T05" OLONG. UTILIZE (5)-4112 SHEET METAL SCREWS Y U FOR CLIPS LONGER` —•- THAN 5% TYP. Iy,,^O HOLE, WITH 0 I[tl)4j1 ANCHOR FROM 1' CUP ANCHOR SCHEDULE, TYP. OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N:T.S: - ISOMETRIC 0.12v s. i 0,072" OR 0. 113" THICK S ASTM A283 STEEL, TYP. 3)-912 SAE GRADE 5 SHEET METAL SCREWS r.. FOR CUPS 4" LONG. UTILIZE (4)-E12 SHEET METAL SCREWS FOR I III CLIPS LONGER THAN 4", EllE1 IYJp TYP; L4 HOLES, NOT T'O BE USEC FOR ANCI10f>, TYP. 0.75 N/ k - I1,100- FACT'URY-MILlEO S:"O HOLES; Sp.- UTILIZE (1) OR (2) ANCHORS FROM 2" CLIP ANCHOR SCHED'UL"c,'TYP. 0.80' 2 2" CLIP ISOMETRIC DETAIL V N.T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WIFH Fty-30 KSI, 0.12S MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Cy=33KSE MIN, STEEL, GRADE 33, 22GA MIN. (t-U.0299"). 0.068' THTCX'ASTM 11283 STEEL CLIP, TYP. BASE OF UNIT SMALL"\ BE FLUSH WITH BASE OF CLIP, NO SPACE PERMITTED, TYP. 3)412. SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS UP TO 5 LONG, UTILIZE (5)417 SHEET METAL SCREWS FOR CLIPS LONGER THAN S", PROVIDE (5) i f PITCHES MIN. PAST THREAD PANE FOR EACH SMS, TYP, t;. ANCHOR PER y SUBSTRATE PER r f ANCHOR SCHEDULE VARIES) 1" TIE -DOWN CLIP s ANCHOR DETAIL _ 3 1.-0. DETAILCLIPISDESIGNEDFORFULL CONTACT WI'I'H'IHE BASE OF EACH MECHANICAL. UNIT, TYP. MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WlT'H FtY=30 KSI, 0.125'(3)-K12 SAE GRADE 5 SHEET MIN -THICKNESS, STEEL HOUSING UNITS \ . METAL SCREWS FOR CUPS 4" SHALL BE ASTM A653 PY=331(51 MIN: LONG. UTILIZE (4)412 51iEET' STEEL, GRADE 33, 22GA MIN..(t=:0.0299"). / METAL SCREWS FOR CUPS LONGER THAN 4". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR FACH SMS, TYP, THICK AS tM A203 J STEEL CLIP, TYP f .'j ' (I.) OR (2)ANCHORS BASF.. OF UNIT SHALL /''-• PER ANCHOR BE: FLUSH WTH BASE ` 'f/1 .j 3M/ SCHEDULE OF CUP, NO SPACE / P_ RMETTEO, TYP. ty ' SUBSTRATE. PER ANCHOR F J'f (VARIES), 2" TIE -DOWN CLIP a ANCHOR DETAIL nETAR. CLIP IS DESIGNED FDR I LL CONTACT WITH THE BASE OF EArH MECHANICAL UNIT, TYP. t( N1Hni!ON10I 1 oWE TABLE 1: Vult=175'MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY it STRUCTURE IN'THE HIGH VELOCITY I4URRICANEZONE') MA%IMUM SURFACE AREA OF UNIT 4 UN11 C. C2-C3. C4 UNITS LARGEST HEIGHT WIDTH FACE b F1' E ]4 MAX Irv]2. MIN WA rAT GRnbE ..ATGRADF HS70p FT 9FP 32 MAX i ] MIN N/A ATGRADF ATGRADF HS60 FT I dfT' f..T ATGRADk NS200FT H }OFT H5290FT l.. GFT AT GRADE HSdOFT ATGRADF m5200 FT 9FP 48"MAX, 24 MIN N/A ATGRADF AT GRADE Hf 1g0 FT . 12 Ft* NSA ATGRAOf AT GRADE li i 40 FT , Ijg Fr N/A AT GRADE N/A ATGRADF , l 20FT- N/A AT GRADE l N/A AT GRAD 25 FF' WA AT GAADE N/A AT GAADE L l-LOFT'i n(1 MAX 48 MIN N%A N/A _ N(A AI DRAOE 36 F1' i NJA H%A AT GRADE ; THIS TABLE IS PERMIS5IRLE TO BE USED WI THIN'IHE HVHZ WHICH CONTAINS M.. NJA BROWARD AND MIAMI-DADE COUNTIES CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY Of THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOP USE WITH A RISK CATEGORY It STRUCTURE') ALLOWABLE ROOF -TOP HEIGHT (H) TIE -DOWN CONFIGURAT'ION'IYPE SURFACE AREA OF - UNIT UNIT C3 I C2 C3 - C4 UNITS LARGEST HEIGHT WIDTH FACE 6 FT2 24"MAX, 12MIN N/A 200 FT AT GRADE H H5200 FT GO fT<Hx166r 9 F . 32' MAX . 15" MIN N/A AT GRADE H 5 200 FT 0, c H <200 FT HS11 FT H5100 FT Hc21Xt FT , d FT' I A7 GRADE 60 FT < H S 200 FT t Al' Gfl %DE l H <_ 200 FT E H 5 a0 FT H 5 200 FT5FT' I 6p FT<H 200f7 9 FT:' :48'MAX; 24"MIN N?A H5200 FT ATGRADF H52W FT gO FT c H SEO FT .,,. 12 Fr' ` N/A 2GRAENIA H 12 D0FT 60 FTT H S 00 FT 1 ....... 16 FT' N/A AT GRADE N/A H 5 200 FT 20 F i 14 AT GRADE N/A Li s 200 FT 25 FT NIA N/A N/A H S 30 f7 60FTcH5200FT- 4. ..._ ,._..- ...... _, 60" MAX :. 48" MIN I ....._. c , __.. ........ _. _.. .. 30 FT' N/A NIA N/A .6D iTr NS1E&lT 35 FT. .,....,.. 1 N/!.._ N/A.....N/p.. ATARADEw. '... d... .: AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE. WITHIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult=175 MPH, EXPOSURE D FOR U511 VAT H A RISK CATEGORY II STRUCTURF. IN THE HIGH VELOCITY HURRICANE ZONE') AUOWAOLE ROOF TOP HE115FU (m) TIVIDOWN CONFIGURATION TPF MAfpMVM I SURFACEAREAOF UNIT UNIT ' C' C2 C3 Cd i UNITSWIlM HEIGHT I WI 'L- FACE 6 F"' t 24 MAX t2 MIN { N/A. 1 A7 GAADET AT GRADE H L I00 fT 9 FT' 3.2'MA% t 15 MIN M/A ATGRAOE N/A T( 30 PT 4F7' AT GRADE H 2D0 rT ATGRADF HS240 FT., 6I. Wk. Iii15 fT ATGRADF NxI00 FT l 9F 48"MAX 24'MIN. WA I Al GRADE ATGRADE 149801t 17 FTi N/A' i ATGRAOE NT AT GRADE WA- At GRADE N A AIR 20 FT N/A AT GRADE N/A A7 GPAOE AT CRAf`E I 30 fT' G MAX 48 MIN N/A A N/A - WA AT GRADE I THIS TABLE i$rERMI$SIBLE TO REUSED WITHIN THE HVH2 m WHICH CONTAI.S N _ dROW ANRAND MIAMI• DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE.') ALLOWABLE ROOF•TOP,HF.IGHT-e.. ' T. E-DOWN CONFIGURATION TYPE , MAXIMUM SUR FACE AREA OF UNIT UNIT C1 C2 C3 CA " UNIT' S LARGEST HEIGHT WIDTH FACE fi FT' bJ" MAX 12" MINI N/A H s 200 FT AT GRADE H 5 204 FT 60 FT<H 580 FF 1 9 FT' 32" MAX 15MIN NSA AT GRADE , - N/A H 5 200 FT 60 FT< H 5200 FT f 4 FT' AT GRACE FI 5 200 FT H 5 200 FT H S 200 FT I . I I C EO FT < 1 < 100 IT N/A H<200 FT H515 FT 60 iTcIiS200 FT H52CD IF I' i1 q j1 tl y F E'F' i 9 fT' 48" MAX 24" MIN N/A AT GRADE H S 2G0 FT GO FT< NS200 FT. 12 FT' f N/ A 60FT <G N4] H1FT• N/A H S 200 FT r'1 ij H 140 1`1 j 16 FT' N/A WA N/A OF'<<21JDFT. H__.... 5 Ij ZO FT' N?A ATGRAOE N/A H540 FT 60 FT . H 520O FT R. l Y 00 000NfAKRLTflOPA GRAD.—._. 25 FT' NIA N/A N/q 60 FTT,GRADE H 5 i00 FT 15-2378 611" MAX 48' MIN , .... 0- AT GRADE 30FT' N/ A H/A,. N1R 6C FT-<H_<100 FT1 RBFI' N/A N/A N/A AT GRADE AS AN EXAMPLE, TI4IS TABLE 15 PERM15SIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL T AUTHOR] TY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, Q TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II STRUCTURE') 1 I.._....._...__...._._...._..-_..._ 4110WASLE R001400.1411!0n NJ. PE -DOWN CONF{GVRATIO07M SURFACEARFA OF UNIT UNIT Cl C2 C3 C4 UNIT'S LARGEST HEIGHT, WIDTH FACE 6 FT' 24* MAX H 515FT 12" MIN 60 FT H 5120 FT'_ H52DO FT H_<200 FT H5zoo ET 9 FT' 32" MAX 15" MIN Al GRADE 1 H 5 200 FT H!; 200 FT H 5 200 FT 4FT H5200 FT a H5200 FT H 5200 FT H5200 FT 6 FT' 40 FT H 5 200 FT H 5 200 FT __.... H 1200 FT 60 FT < H 1200 FT'e 24' MIN { ATGRADE' . i60 FT<H 580 FT H 5 200 FT N 5200 FT H 5 200 FT9FT' ,`. 48" MAX: E, ATGRADE H5200 FT H 540 FT 60 fT<N5200 FT H5200 FTf,. 12 FT' '' 15 FT 16 FT' I i N/A H5200 FT H5100 F1' H5200 FT 20 FT I N/A H 5 200 FT H915 FT' FT Hs 190 FT H 5 200 FT 1 I I- N/A A1 H54CFT I ATGRADE H5200 FT25FT60FT<H520OFT' 60ET<H.SBDFTI60"MAXI 48 MIN ._ N ., 30 FT' j N/A H 515 FT ATGRADE HS200 FT i '60 FT<HSI6U FT 36 FT' I NIA ATGRADE H520D fT 60 FT M 560 FT: w! AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-) MAXIMUM SURFACE AREA OF UNIT i UNIT CI UNIT'S LARGEST MIGHT WIDTH w. 6 FT' 24" MAX 12" MIN . N/A 9 FT' 32" MAX 15 MIN N/A 4 FT' 60 M1 H540 FT fT <H 5200 FT 6 FT' AT GRADE 60 FT 1100 FT 9 FT' 48" MAX 24' MIN N/A 12 FT' Y N/A 20 FT2 N/A. 25 Fr' N/A 60" MAX 48" MIN 30 FT'.•. NIA 36 FT' ii7 N/A TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE"I ALLOWABLE ROOF -TOP HEIGHT (H) TIE -GOWN CONFIGURATION TYPE MAXIMUM i SURFACE AREA OF UNIT UNIT Cl C2 I C3 UNITS LARGEST HEIGHT WIDTH FACE 6FT' : 24" MAX 12"MIN { ATGRADE H5200FT H5200FT H5200F i H 515 FT 9 F7' ; 32"MAX 15"MIN N/A j H5200 FT 60 FT<H5200 FT H5200 FT j 1 4 FT' H5200 FT H5200 FT H5200 FT N-1200 FT 6 FT' ATGRADE 60 FTr H 5180 iT! M H 5 200 FT H 5 200 FT H 5 200 FT III_ H52.00 FT H540 FT 60 FT<H520GFT H5200 FT jE9FT' 48" MAX i1"MIN ATGRADE 1 12 FT' N/A H5200 FT ATGRADE i60 FT<H 5140.FT I{5200 FT j 16 FT' t N)A H 515 FT AT GRADE H 5 20D FT 60 FT H 5 200 FT z 20 FT2 NIA 4 H 5 30 60 FT <H5200 FT AT 6RALTE H 5 200 FT 25 FT' N/A 60 AT GRADE FT 5 H 5140 FT A7 GMOE' H < 200 FT 60" MAX 48'MIN 30 FT2 N/A ATGRADE j -N/A. H 5 200 FT 36 FT' NIA ATGRADE NIA 6OfT<30 FT200 Ff` ALLOWABLEROOF• FOP HEIGHT (H) TIE - DOWN CONFIGURATION TYPE C2 C3 ( C4 H 5200 fT FI530 FT" H520.0i7: 60FT < H5200 FT H 5 200 fT AT GRADE H 5 200 FT 6* FTH5140FTk777kH S200FTHs200FTHS 200 FT I H 52DO FT H5200 FT H5200 FT H 5 200 FT H 515 FT F7 H5 200 TT H 5 20D FT , H 540 FT OFT<H5200. FT ATGRADE 60 FT< H 580 FT HS ZOO FT ATGRADE N/ A I H 5 200 FT OFT<H5200FTiATGRADE ATGRADE H5200 FT 0 FT < H,5 2D0 FT ATGRADE N/ A.. I H 5 200 FT .. M FT< H 580 FT N/A WA: N64oFT 60 FT< H 5200 FT, N/A N/Ay ( 60 ATGRADE FT<H_200 FT; 1 N ENGINEERING EXPRESS® E A R i1Ta PRODUCT EVALUATION REPORT ENGINEERING EXPRESSO EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description' Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS. FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordant standards per test report(s) #TEL 01970387A and.#TEL 0'1970387Bby T Inc. STRUCTURAL ENGINEERING CALCULATIONS Rosed:Englueers Z Structural engineering calculations have been prepared which 2 P e =- d evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Frank. 3., Minimum Unit Weight PE0043! 4. Maximum Allowable Unit Surface AreaNkM1p1' 5. Clip Configuration and Anchor Spacing 6, Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 W W W. ENGEXP.COM ORENGINEERINGChr?NG"" 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 12TH AVENUE #k 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ L0200 `X)- Job Address: j.j t. (_.11-- Historic District: Yes No 2' Parcel ID: ResidentialCommercial Type of Work: New 2 Addition Alteration Repair 7 Demo Change of Use Move Description of Work: Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name r Phone: Street: City, State Zip: c Title: Resident of property? : Contractor Information -- Name 1 hi "— Phone: A -- Street: r Fax: r `` I COZ City, State Zip: !'' _7 1 State License No.: >'" t. 'S-71' Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax E-mail: _ Mortgage Lender: Address: WARNING TO ONVNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMAIENCEIVIENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LEN-DER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMATENCEMENT. 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, welts, 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: 51b Edition (2014) Florida Building Code Revised: June 30.1-015 Pemit Application NNOTIC> : 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 Avhen the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work wille- be done in compliance with all applicable laws regulating construction a ouirig. Signature of Owner/Agent Date Signature of Print Owner/Agents Name Signature of NTotap!-State of Florida Date Owner/Aeent is Personally Known to Me or Produced ID Type of lD Print Date SictaturL'6'f-Xo1aq-TtatePfFlorida Date STEPHANIERALLO Commission # FF 175017 4 Expires Nove er 9, 2018 pFr M1 ` Banded Th2 ein incurame 800-US-7019 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEER INTG: C0NDIENTS: UTILITIES: P Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No ATASTE WATER: BUILDING: Revised: June 30. 2015 Permit ..'application f,. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK 855.541.2112 SANFORD FL 32771 AVE DRIVEWAYS -SIDEWALK 407.688.5080 Application Number 17-00002365 Date 11/03/17 / -S / ' Application pin number . . . 264020 Revision number . . . . . . . 1 Property Address . . . . . . 493 RED ROSE LN Parcel Number . . 21.19.30.510-0000-3050 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 260329 Application desc need noc Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . PLUMBING FIXTURES 21.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 2514.00 Permit . . . . . . ELECTRICAL PERMIT Additional desc . Phone Access Code 1011063 Permit pin number 1011063 Sub Contractor STRADA ELECTRIC & SECURITY Permit Fee . . . . 60.00 Issue Date . . . . 11/03/17 Valuation . . . . 6200 Expiration Date . . 5/02/18 Qty Unit Charge Per Extension 150.00 .4000 AMP ELECTRICAL - NEW CONSTRUCTION 60.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 01-APPLCTN FEE -BUILDING 25.00 Oper: ANTONINIL Type: OC Drawer: i 01-APPLCTN FEE -PLUMBING 25.00 Date: 11/03/17 01 Receipt no: 17859 01-BLDG PLAN REVIEW 783.00 2017 2365 02-CURB CUT/DRIVE - S/F 40.00 493 RLD ROSE LN SANFORD, FL 32771 BP- BUILDING PERMIT RECEIPTS 87. 85 2017.2364 497 RED ROSE LN SANFORD, FL 32771 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE BP BUILDING PERMIT RECEIPTS . PROPERTY OWNER PAYING TWICE.FOR BUILDING IMPROVEMENTS. f87.85 NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 r DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00002365 Date 11/03/17 Application pin number . . . 264020 Revision number . . . . . . . 1 Other Fees . . . . . . ... 01-FIRE IMP-RS 7-2017 373.91 O1-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 30.26 O1-BLDG DBPR SURCHARGE 43.24 Fee summary Charged Paid Credited Due Permit Fee Total 60.00 00 .00 60.00 Other Fee Total 12933.60 12905.75 .00 27.85 Grand Total 12993.60 12905.75 .00 87.85 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. f FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00002365 Date 11/03/17 Revision number . . . . . . . 1 Property Address . . . . . . 493 RED ROSE LN Parcel Number . . 21.19.30.510-0000-3050 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . ELECTRICAL PERMIT Additional desc . Phone Access Code 1011063 Permit pin number 1011063 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 221 SSB FOOTER/SLAB STEEL BOND 20 212 ELO1 ELEC ROUGH 20-1000 216 TUGP TEMPORARY UNDERGROUND POWER 1000 213 EL02 ELECTRIC FINAL / / s CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: w5 Documented Construction Value: S (.,17310 LI) 1 - Job Address: 7 'j3 pf,( %i S p y (, p Historic District: Yes No Parcel ID: 1Cj l ,',1 l 1Residential Commercial !' Type of' Work: Nei Addition :Alteration Repair Demo Change of Lise Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Title: Email: j Property Owner Information Name J Street: City, State Zip: Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: -770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNINGTO COWER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF CONINIENCEMENT 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 CONIMENCEINIEN'T. 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 it separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect its of that date: 5"' E.difiou (2014) Florida Building Code Revised: Rune 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 ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the pennit 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 constructions and zoning. rt A J1 Signature of 0wier/Agent DateSignature of Print ou-nerJAgent's' Name Signature of Notary -State of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID Print Contra t¢,nr/Agent's Name rL r l EXPIRES ignatureol' Notary-Stateofrlorida Date GEORGIC JUNE 8, _ 2t)20 ' NN Contractor/ Agent is Personally Known to Me or ! Produced ID Type of ID i BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 10, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION r Application No: .'72 Documented Construction Value: $ Job Address: `411-Z) Historic District: Yes No Parcel ID: Residentiato Commercial L Type of Work: NewO Addition,'' Alteration Repair Demo Change of Use Move Description of Work: c =r L Plan Review Contact: Person: y Phone: `t _l P Name Street: I City, State Zip: Name Street: _ 6 City, State Zip: Name: Street: Title: Email: Property Owner Information Phone: Resident of property? Corittiadtor Information a, A,s Y = Phone: ( _ g ' 3 Oct Qa rSC 0 tQ Q u` Fax: q01- arl "% C Sa State License No.: CACo3 zLO Architect/Engineer Information Phone: 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 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 mat . `work will be done in compliance with all applicable laws regulating construction anda g. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID_ - 0 o *•° CHERYL D AKERS c= MY COMMISSION # FF998962 w a EXPIRES June 05, 2020 07) A"js3 filorWaNuiary"$s rncc'cwit Contractor/Agent'is _Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: I Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: . New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes Q No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application S KFORD FIRE DEPARTMENT F Building & Fire Prevention Division RESIDENTL4L FENCE PERMIT APPLICATION Job,Address: "3 Parcel ID: Plan Review Contact Person: Phone: 'fd?—,7E'7Lf&( Fax: Application No: 1 Documented Construction Value: S _/ 610) w Historic District: Yes No Title: V- r - Email: V J I C4l+ nC<dkqd--Q GaC kM C& % Residential Fence Information Type of Fence: Wood Metal PVC/Vinyl10 IronEl r Fence Height: 6 Feet Additional Information: Gates: Other El Total Linear Feet: _/® Fences with a height of over 6 feet wif require signed & sealed structural engineering** Property Owner Information Name v DY' r Phone: Street: 2-6cb '-1 ` Resident of property? City, State Zip: r— Fence Contractor Information Name & I i _C)" w Street: 3 l I Ctilrn. jll/ e v G v'- City, State Zip: -Lea1 by,, Et- 3`t -71? 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. 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. Sigyyfature of Owner/Agent h Dotegent fl Print 0 r/Agent's Name giv Signa ur of Notary -State of Fl ri a V' mber° p 9 a ly,o FF2290,21 Qae Oi o p @o2R. t'Nnded- 9 ; y ryPrk+ic Un a">fi .4 0` Owner/Agent is Personally Knot --'W' Produced ID Type of ID f fB9Ii1"$i m'&L,, I t / 1.3 Signature Contractor/Agent Date Print C actor/Agent's Name I I I31 A -7 Signature of Notary -State of Flor' 1-cNotary ATRICIA L. BARTELS Public, State of Florida mmission# GG 148852 mm. expires Nov. 15, 2021 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: 4 2 1 J'alUTILITIES: 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. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application V— SANFORD FIRE DEPARTMENT Building & Fire Prevention Division RESIDENTIAL FENCE AFFIDAVIT 6 FEET OR LESS IN HEIGHT PERMIT #:y ADDRESS:d3 g 5j- as z HEREBY AFFIRM THAT ALL OF THE FOREGOING INFORMATION IS -f IE AND ACCURATE. THE FENCE WILL BE INSTALLED IN THE APPROVED LOCATION AS SHOWN ON THE APPROVED SITE PLAN. THE FENCE WILL BE NO HIGHER THAN 6 FEET, MEASURED FROM GRADE. THE FINISHED SIDE OF THE FENCE IS REQUIRED TO FACE OUT. IT IS THE HOMEOWNER'S RESPONSIBILITY TO VERIFY THE FENCE IS PLACED WITHIN THE PROPERTY LINES AND ANY DISPUTES BETWEEN ADJACENT HOMEOWNERS WILL BE A CIVIL MATTER. I UNDERSTAND THAT FAILURE TO PROPERLY FOLLOW THESE GUIDELINES AND ADHERE TO ALL CITY CODES (SANFORD LAND DEVELOPMENT REGULATIONS, SCHEDULE F) COULD RESULT IN THE FENCE HAVING TO BE REPLACED, RELOCATED OR REMOVED AT THE OWNER'S EXPENSE. JW FENCE CONTRACTOR BY SIGNING THIS AFFIDAVIT, YOU ARE ACKNOWLEDGING YOU HAVE MADE THE HOMEOWNER AWARE OF THE FENCE AFFIDAVIT STIPULATIONS AS STATED ON THIS DOCUMENT. COMPANY / CONTRACTOR: I-L/ ( Y CONTRACTOR SIGNATURE: DATE: HOMEOWNER (OWNER/BUILDER) t j `AOWNER/BUILDERNAME: John U15 OWNER/BUILDER SIGNATURE: DATE: 11124h` PLEASE NOTE" THE BUILDING DEPARTMENT WILL NOT CONDUCT ANY INSPECTIONS ON RESIDENTIAL FENCES. THIS AFFIDAVIT MUST BE PROVIDED, SIGNED AND NOTARIZED, AT THE TIME OF PERMIT SUBMITTAL AND` WILL SUFFICE AS THE FINAL INSPECTION APPROVAL FOR THE FENCE. STATE OF FLORIDA COUNTY OF ZA Sworn to and Subscribed before me this 1 to day of _ / V li b/•i/YI i!' 20 by: Paw Who is tOersonally Known to me or has Produced (type of ide ti cation) as identification. Signature of Notary Public v A PATRICIA L. BARTELSStafFlorida :.Notary, Public, State of Florida L Commission# GG 148852 C tz S My comm. expires Nov. 15, 2021 Print/Type/Stamp Name of Notary Public Effective: August 1, 2017 k DESCRIPTION AS FURNISHED: Lot 305, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages70thru71PublicRecordsofSeminoleCounty, Florida. PLOT PLAN FOR/CERTIFIED To: Taylor Morrison of Florida, Inc. LOT 290 I I N 00°10'44" W I 40.00' LOT 305 34.80, 34,80' If 18-qvj ZONING D,\TE 2.. 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. 5.00' 5,00 U i 9.0' M CONC. 17.8' 78.2' 4.0 W 8" RECESS FOR 5.00' POCKET SLIDER O O O PROPOSED RESIDENCE CO O O MODEL PRESTON - C O LOT 306 CO LOT 304 co COVERED o ENTRY 10 C] 5.0' LS M 5.00' 7. DRAINAGE INLET SCALED FROM CIVIL PLANS NOT FIELD VERIFIED) PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS Vim'- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 23.9' } PROPOSED GRADE PER CONSTRUCTION PLAN ++ 21.3' 5.00, DRIVE 25.20' 25. E 20' 00' UTIL ESMr. I I L vl 249.58' 5' CONC. WALK (PC) 3' INLET FLARES 8.8.)S 00010'44 E 40.00' RED ROSE LANE 50' RIW) TRACT I UTILITY & ACCESS R/W LVI 4,800 SO.FT. LIVING 1,157 SOFT. GARAGE 451 SO.FI'. ENTRY 74 SQ.FT. REAR PATiO= 27 SO.FT. BREEZEWAY= NIA SO. i.7, DRIVEWAY 403 SO.r^'. A/C PAD 9 S0.1`7. WALKWAY 67 SOFT IMPERVIOUS= 45.6 7, 2.188 SO.FT, SOD 9 A 9 1Z() : r H/W 440 SOFT. BUILDING SETBACKS; FRONT - 25' REAR = 15' SIDE = 5.0' SIDE CORNER = 10' APRON SIDEWALK 710 200 130 SO.F'T. SO.f-1. SO.FT, PLOT PLAAr ONLY* NOT A SURVEY)soD PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN AND/OR INSTRUCTIONS PER CLIENT(NOT FIELD VER*7 0) 1 AL AR - -- AREA = 5,240 DRIVEWAY = 513 SIDEWALK = 267 SOO = 2 742 SOFT. 0.FT. SO. FT. SQ.FT GRUS. YVffEjvER-SCOTT ASSOC.A INC. - LAND SURVEYORS LEGEND LEGEND — PF PLAT a FIELD PDL. TYP, POINT ON LINE TYPICAL 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX 407-658-1438N077S: ( ) IP. 1R. C.N. IRON PIP[ ROD PRD POINT OF REVERS[ CURVATURE POINT L' COW WND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTTI 8Y THE FLORIDA BOARDNBYEFLORI, BOARAT • CONCONCRETE /LAMENT I/2' IR /tlLY A596 RAD, NJLNR RADIALNON-PADIAL OFPROFESSIONALSURVEYORSANDMAPPERSWCHAPTERS/-17 fLO110A AOMINIS7RITNE CODE PURSUANT TO STATUES2. UNLESS EMBOSSED WITH SURVEYORS SIOLITVRE AND ORIC04AL USED SEAL, THIS SURVEY MAP EEC. P.O.H. P.00. RECOVERED POINT [D' HEGDa11HG CAL[. CAL VITNESS PODR s CALCULATED OR COPIES ARE NOT VALID. J. THIS SURVEY WAS PREPARED FROM TILE' INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSOREIS&E£ 7HAr AFFECT THIS PROPERTY. PDTNT LI COMMENCEMENTCENTERLINE PERNANENi ERCNCE /ONVNCNT A NO UNDERGROUND WPROVEMENI" HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN, N6D NAIL L DISK F.F.FF. BSL FINISHED BOOR ELEVATIONE BUILDING SETBACK LINEN: 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHINED NOT BE RELIED UPON 8Y ANY OTHER FNITIY. R/V DRAT RIGHT -Or -MAY EASE/ENT DHB.B. BULLBASE BFl.RING Q DIMENSIONS SHOWN FOR 7NE LOCATION OF WPROVUEN S NEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UHES7. BEAAYNL"A ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASEDRAIN. UTIL. DRAINAGEUTILITY BEARING (B.B) B ELEVATIONS, 1F SHOWN, ARE BASED ON NATO" BEOOERC DATUM OF I929, UNLESS OTHERWISE NOTED. CLFC. VQFG CHAIN LINK FENCE 9. CERTIFICATE OF AVTH 1.110N Hc, 4599. C/B VOOD FENCE CONCRETE BLOCK P.C. P.T. POINT OF CURVATURE POINT OF. TANGENCY SCALER 1• s 20'—H DRAWN BY: •rr DRESC. DEscnRADNRSPTIDNCERTIFIEDBY: LUTE ORDER No. D ARC TM DELTA PLOT PLAN 06-19-17 2480-17 CC.H. CHORDCHDRD BEARING NORTH THIS BUILDING/PROPERTY GOES. NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PIANE AS PER FIRM' ZT CRUSEN R, R.LS. f/ 4714ZONE 'X' MAP 1 12117C 0055 F. . SCOTT, R.L.S 1 4801 RELIANTFENCE PROPOSALFORM 33918 Tara Wood Drive, Leesburg, Florida 34788 FLORIDA'S CHOICE . FOR QUALITY FENCING PhoIIIIII' Email: r.in66-851-3465 foC reliantfen e.om 579-786 Fax: Web4www eliantfenoe7omh Name: Street Address: City: I.,. ^ I:i.a.. 1 State: Pi v I; s Zip' Date: Home Phone: Work Phone: Fax: Email: Job Name / Location:. 1 FENCE TYPE 1 HEIGHT TOTAL FOOTAGE f O Fence Notes: GATETYPE SIZE QUANTITY A A afGate Notes: Type of Terrain: Obstructions: Removal By: Special Requirements: ALL DIMENSIONS ARE APPROXIMATE I NOT TO SCALE Price: Revised Price: Tax: Revised Tax: Total: Revised Total: Deposit: Revised Deposit: Balance: Revised Balance: Tentative Installation Date: Estimated Lead Time: Warranty Notification Date: Estimator:} A_ Date: g I% Accepted by Purchaser 1'.` Oae: P SUBJECT TO CONDITIONS ON REVERSE SIDE TERMS AND CONDITIONS OF CONTRACT Reliant Fence hereby sells to the purchaser, the fence product, or structure described, subject to all terms and conditions on each side of this contract, and the purchaser in consideration thereof, agrees that: 1. RESPONSIBILITY OF BUYER. I agree to locate and identify the property line, easements and all underground cables and pipes. I agree that I am solely responsible for the location of the fence described in this proposal. I will also defend Reliant Fence and reimburse them for all costs in the connection with any claim made by anyone about the location of the fence. I am responsible for any special work described in this proposal. 2. UNUSUAL CONDITIONS - ADDITIONAL CHARGES. I agree that Reliant Fence has the right to make additional reasonable charges if unusual ground conditions hinder the installation. Such conditions may be rock formations, hidden foundations, tree roots, and other obstacles. 3. UNDERGROUND SYSTEMS. Purchaser agrees that Reliant Fence will not be held responsible for damage to any underground pipes, drains, foundations, sprinklers, etc. 4. LANDSCAPE. Purchaser agrees that Reliant Fence will not be responsible for any restoration of any part of the landscape that is disturbed during the fence installation. Reliant Fence will not be required to remove or reform soil excavated from post holes during fence installation. Reliant Fence will not be responsible for damage to trees, shrubs, sod, plants, flowers, etc. 5. PAYMENT. Failure to pay as agreed, will void all warranties, and further seller shall have the right to remove fence from buyers property without notice. Should fence be removed for lack of payment all prior payments made by customer shall be forfeit, and applied as liquidated damages. Buyer does hereby grant Reliant Fence free access to fence site in the event said fence is being removed due to lack of payment. If the unpaid balance is collected by or through an attorney 33% of the principal and interest due will be added to the balance as attorney's fees together with all costs of collection until the full amount has been paid. 90 day free finance and all other arrangements are made between the customer and a third party financing institution. Payment to Reliant Fence is due per terms specified on contract. "Due on completion" means customer will pay installer on day project is complete. 6. CONTRACT. This proposal only becomes a contract when accepted by officer of Reliant Fence. 7. DISPUTES. Purchaser agrees that any dispute concerning this contract will be adjudicated in the appropriated Florida municipality. 8. CHANGES/VARIATIONS. Contract price is for the agreed footage. Final footage may vary. Said variation will be billed on a prorated basis. 9. REDO WORK AND EXTRA TRIPS. Customer shall be present when work commences (unless alternative arrangements are made in advance) to indicate location of fence and gates and to inform workmen of special conditions. Work accomplished in error due to customers lack of direction to installers will be corrected at customer's expense. Extra trips necessitated by customer caused interruptions will be billed to the customer at the rate of $95 per trip. Customer will be present at project completion to approve work and to deliver final payment to workman. If extra trips are requested to make changes or corrections not related to workmanship, a charge of $95 per trip plus cost of change will be added to contract price. 10. EXCLUSIONS. Vandalism, vehicular damage, misuse, climbing, unusual impact or pressure, and normal wear and tear. Fence material will change appearances, due to the process of aging and exposure to the elements. Defects caused by the above described natural changes in materials are specifically excluded from this warranty. Gate warranty. Gates will be adjusted at no extra charge for a period of thirty days after contract date, provided abuse is not evident. This limited warranty is in lieu of any other express or implied warranties, including but not limited to implied warranties of merchantability, or fitness for any particular purpose. No verbal assurances or warranties will be valid at any time. 11. ANIMAL & CHILD CONTAINMENT. Due to the varied surface of the earth, uneven spaces will exist between the bottom of the fence and the ground. Pets and children will exploit these spaces. Pets and children can also climb over any fence, Purchaser agrees that Reliant Fence will not be held responsible for the retention of pets or children within installed fences or for damages resulting from the escaping of pets or children. 12. ATTACHMENT TO MASONRY. The attachment of fences and gates to existing masonry structures such as columns, walls, driveways, etc. carries the risk of damaging said structures. Masonry walls with fences attached are subject to damage from wind. Purchaser agrees that Reliant Fence will not be held liable for damage to masonry structures described herein. 13. SCHEDULING. Inclement weather, manpower and equipment constraints, etc. can delay the completion of this contract. Said delays can cause buyer inconvenience and/or expense such as lost time at work, pet boarding fees, etc. Customer agrees that under no circumstances will Reliant Fence allow a reduction in the contract price, nor will reimbursement be made to compensate customer for said expenses or inconveniences. 14. FENCE HEIGHT is defined herein as the height of the fence at it's tallest point from grade plus or minus 6 inches. 15. SITE PREPARATION such as cleaning and grading is the responsibility of the customer unless other specific arrangements are made in this contract. 16. BUILDING PERMITS will be obtained and paid for by the customer. If requested Reliant Fence will obtain a permit for a fee of $80. Plus cost of permit. 17. UNLESS SPECIFIED on the reverse side of this contract, all matters relating to the completion of this project will be decided by Reliant Fence. This will include gate placement, material selection, construction technique, etc. 18. CANCELLATION of contract by customer will result in charges for any work performed and/or materials produced for contracted job plus a fee equal to 15% of contract amount. 19. RESPONSIBILITIES of Reliant Fence are limited to that which is described in this contract. Verbal representations by Reliant Employees will not be honored. Initial DESCRIPTION AS FURNISHED: Lot 305, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 290 N 00010' 44" W 1 40.00' 1 1 6' PVC FENCE 6' PVC FENCE 1 REC. 1/2" I.R. 0.4' ON 0.3' ON REC. 1/2" I.R. NO I.D. NO I.D. LOT 305 F D * 34.80' 34.80' 3.4x3.4' 9.0" AC PAD CONC 5.00' 5.00, 30.0' W q q q K TWO STORY q C n RESIDENCE 0) q O) qF.F.=23.92' d- 00 LOT 306 o) N LOT 304 O CO 0 5.0' 5.00' 1 COV'D. of BRICK 8.7' of 2 1.3' 5.00' 16' BRICK WALK i BRICK 25.20 DR. 5.20' o, 10' UTIL. ESMT. 21 q s y19 249.58' REC. NAIL 5' CONC. WALK REC. NAIL (PC) IN WALK IN WALK B.B.) S 00010' 44" E 0.3' ON 0.2' ON 40.00) ON LOT AREA CALCULATIONS:.,.... LOT = 4,800 SU.FT. LIVING = 1,157 SO. FT. GARAGE = 451 SO, FT. L ENTRY = 74 SQ.FT. G C0 REAR PATIO = 27 SO.F'. RED ROSE LANE DRIVEEWAYAY= 403 SO.F7. WAL PAD = 9 SQ.FF. 50' R/W) TRACT I AIC WALKWAY = 67 SQ. F'F. UTILITY &ACCESS R/W IMPERVIOUS= 45.6 % 2,188 SOFT: 1?/10 SOD = 2 612 SQ.FT, OFF LOT AREA CALCULATIONS: R/W = 440 SQ.FT. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 1 10 SQ. F7. SIDEWALK = 200 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SOD = 130 iO,FT. PROPOSED DRAINAGE FLOW FRONT = 25' L AR LOT GRADING TYPE A } REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5,240 SQ.FT. PROPOSED F.r. PER PLANS = 23.9' } SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 267 SO.F . PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD = 2,742 SQ.FT. GR USENMf'YER-,S`COTT ASSOC, INC. - LAND SUR VEYORF_S LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT PAL POINT ON LINE- F FIELD TYR = TYPICAL 1.P. • IRON PIPE P.R.C. • POINT OF REVERSE CURVATURE NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH 77 THE 2.027.FLORIDA BOARD 0 CHAPTER 9J-17 FLORIN ADMINISTRATIVE CODE PURSUANT To SECTION 472.027, FLORIDA STA'ilIES LR =IRON ROD P.C,C. POINT OF CONFOUND CURVATURE CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. SET LR. = 1/2' IR./NLB 4596 N.R. NON -RADIAL 3. TI115 SURVEY WAS PREPARED FROM i1Tl.E INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. RECOVERED VP. WITNESS POINT P.O.B. • POINT OF BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. 4, NO UNDERGROUND IMPROVEMENTS WIVE BEEN LOCA7E0 UNLESS OTHERWISE SHOWN. P.CI.C. =POINT OF COMMENCEMENT PR =PERMANENT REFERENCE MONUMENT COINT O C F.F, FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFTF OF THOSE CERITFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. OF IMPROVEMENTS HEREON SHOULD NOT BE USED 70 RECONSTRUCT BOUNDARY LINES. N&D NAIL DISK BSI. - BUILDING SETBACK LINE R/W -RIGHT-OF-MAY B.N. •BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION 7BEARINGS, ARE BASED ASSUMED DATUM AND ON THE ONE SHOWN AS BASE BEARING (B.B.) ESMT. = EASEMENT B.B, BASE BEARING B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN, DRAINAGE UTIL. UTILITY 9. CERTIFICATE OF AUTHORIZATION N-. 4%A, CL.FC. CHAIN LINK FENCE V D.FC. • WOOD FENCE C/D CONCRETE BLOCK SCALE --- 1' m 20" DRAWN 8Y: Pr, = POINT OF CURVATURE ORDER No. P.T. POINT DF TANGENCY CERTIFIED BY: ---""-""-_-_ DESC. • DESCRIPTION R = RADIUS I_ m ARC LENGTH PLOT PLAN 06-19-17 2490-17 FORMBOARD FOUNDATION/ELEVS. 10-03-17 4296-17 p = DELTA FINAL/ELEVS. 10-03-17 772-18 CHORD C = C.B. CHORD BEARING NORTH GRUSENM THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" R, R.L.S. 1 4714 ZONE "X" MAP I 12117C 0055 F. JAMES W. SCOTT, R.L.S 1 4801 NOTICE: In addition'to'the requirements:of this permit, there.may be iidditional: restnctions applicable'to this property that may be. found in the public retards of this cc#unty, and there may be additionale'rmits required frorn,othcr goveiainental entities such as water mauagemdnt districts, state agencies', or federal agencies. ` Acceptance of permit is verification that 1 will notify the owner of -the, property of'the requirements of Florida Lich Law, FS 713. The City of Sanford, requires paynnent of a plan I review fec:at.tlic titre of, permit submittal; A copy of d executed dontxact is recl'uired in order to calculate a plan review charge and will be considered the 'estima, ted" construction value of Che job at the tine of submittal. The actual construetion_ value will be figured based ;on the current ICC V- aluatioi Table in effect at the tune'the peruit is issued, in accordance with local ordinance> Should calculat"&d chargos figured off <ihe `executed contract exceed flit actual construction value; credit will be applied to your permit, fees when the permit is issued. OWNER' S AFFIDAVIT: I certify fhat all of the foregoin. tn_ r nation is accurate and that all work will be done in compliance with all applicable laws regulating eons°truetion and zoning, Signature 01`0wner/Agent Date Si afore--df.'. ctoilAgent: Date print ONVner/Agent's Name Print CantraetorlAgent's Name SisnatureotNstaryStaeCaCFlprit4a Bate. `tniw fjg ate t DARtENE L. z$. :, MYG MMISSION.CGo2&t23 K usm r 24 7 , hKw'to`Me orCvnerlAgntis Mcnt"Vn Produced ID Type oflD Prodttce'd'ID Type of D Ut'LOW S FOR OFF'CE.-USE ONLY Permits Required: Building ERectrical Mechanicalf"l PltimbingF] Ga ;F] Roof[] Construction Type Occupafi cy VJ tl: Flood Zane: Total Sq Ft of Bldg: Min. Occupancy Load # of Stories: New Construction: Electric - # of Amps Pluming - # of Fixtures Fire Sprinkler Permits Yes nNO # of Heads Fire Alarim Permit: Yes 0 No APPROVALS: 'ZONING: : /y -2vV, 6 4e-UTILITIES: WASTE WATER: ENGINEERING:,FIRE: BUILDING: COMMENTS: Ok to install approx. e5 linear feet of 6 foot high V,,42 fence and gate(s) as shown on plan. Fence shall be constructed with finished side facing outward. Revised: January 1, 241g Permit Application- PPt' j Parcel information Pr"gfty_Record Card Parcel: 21-19-30-510-0000-3050 Property Address: 493 RED ROSE LN SANFORD, FL 32771 Parcel 21.19-30-510-0000-3050 Owner(s) WYSOCKI$ IVAN P Tenancy by Entirety_„__,_ WYSOCKI, ADRIENNEM 7;Tenancy by Entirety Property Address 493 RED ROSE LN SANFORD, FL 32771 Mailing 493 RED ROSE LN SANFORD, FL 32771-1642 _ Subdivision Name THORNBROOKE PHASE 4 Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions SeminoleCountyGIS Value Summary 2018 Working 2017 Certified Values Values Valuation Method v Cost/ Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value I Depreciated EXFT Value Land Value (Market) _ 40,000 26,050 Land Value Ag ust AAarket Value 40,0g0 28t)50 Portability Adj Save Our Homes Adj Iso 0 Amendment t Adj M O 12,784W em P& G Adj 50 so Assessed Value i $40,000 13,266 Tax Amount without SOH: 336.00 2017 Tax Bill Amount 336.00 Tax Estimator Save Our Homes Savings: 0.00 Does NOT INCLUDE Non Ad Valorem Assessments Legal Description 3 LOT 305 THORNBROOKE PHASE 4 PB 81 PGS 70=71 Taxes Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund $40,000 $0 $40,000 Schools $ 40,000 i S0 $40,000 City Sanford $40,000 i $0 I $40 000 SJWM( Saint Johns Water Management) $40,000 t' $0 $40,000 County Bonds 40,000 1.. $0 $40,000 Sales a e, _ ..m_ ........ ............. Description Date Book Page Amount Qualified VaGimp SPECIAL WARRANTY DEED 9 4/1/2018 1 09114 1 s $268, 900 Yes (Improved f= 1r1d comparable ^aatlbS Land Method Frontage Depth Units Units Price Land Value LOT 1 $40,000.0 $4gA00 Building Information r Permits Permft # Description Agency .Amount m® ..... w CO Date Pennit Date 023@5 SFR ,. SANFORD $260,329 3/14/2018 (8/3/2017 I Psrmltdato does not ortpinate from. the Sertdlrol Caunry Property RPpraiser's orrice. Pw details or r uesttons concemin0 a pamHt Pleeu contact Ne Wlldilp dspertmeni of tM hx District In wtdcn the property is IocataL W. , iT 3 PO BOX 530489 f r,= OFFICE 3867789-1700 DE87ARY, FL 32753-0489 1813'7 FAX 3861-789-0796 www.davesfenceinc.com INSTALLATION AND REPAIRS ON ALL TYPES OF FENCING Proposal Submitted to : ADRIENNE WYSOCKI Job Name; SAME Date: 2/27/2018 Street: 493 RED ROSE LN Job Location: SAME City, State, and Zip: SANFORD FL 32771 Contact: Phone: 113us. Phone: CELL407-592-8498 Fax: We Hereby Submit Specifications and Estimate For FURNISH AND INSTALL APPROXIMATELY 82 'OF 6' HIGH TAN HEAVY DUTY, TOINGUE AND GROOVE PVC FENCE. INCLUDES 1-4FT WIDE GATE WITH ALUMINUM 1 BEAMS IN HINGE AND LATCH` POST. ALL POST 3' IN GROUND ALL POST SET WITH CONCRETE. TOP & BOTTOM RAILS TO BE 8". FENCE IS BUILT ON SITE. INL DES LIFETIME GATE ADJUSTMENTS @ NO CHARGE, NO SUB CONTRACTORS USED. PVC Vinyl T&GROOVE Aluminum Wood Chain Link Style PRIVACY Style Style Gal Black Green Height 6' Height Height Height Color TAN Color Picks Resid LghtCom Comm Post 8oc 5"X5'X9' Grade Runners -_ Terminals Caps FLAT Caps Post Line Post Walk Gate 14 Walk Gate Gate Post Top Rail Double Gate -Double Gates Walk Gate' fabric Gate Picket Spacing Gate Bottom T-wire Please Read: Wood fence has a `20 year manufacturer warranty against rot, Walk Gate decay, and termites. Warranty does not cover warping, splitting or cracking Double Gate of any portion of the wood fence. Dave's fence recamrnends applying a Gate waterproofing sealant to help reduce cosmetic flaws in wood products. Locate# GENERAL INSTALLATION INFORMATION Cust Initial Drawing YES Permit- 'DAVES ` Clearing CUST Grade Changes YES Survey WITH PAPER WORK Take Down NA Severity MINOR Cross St TREASURE LN Haul Away NA Location of Grade SIDES HOA Approval- CUST TO GET Irrigation System Y Fence Straight on top WHERE POSSIBLE N.O.C. DAVES ISize Fence Contour to ground YES Requested installation Date: InstdlatlOn,date 3 TO 5 WKSAllmaterialisguaranteedtobespecified. All work to be completed in substantial workmanlike manner according to specifications submitted per standard practices. Any Base Price $2728- DISC. OF $405= $2322 alteration or deviation from above specifications involving extra costs will be executed Permit + $1S'0onlyuponwrittenordersyandwill 'become an extra charge over and above the estimate. All materials remain the property of Dave's Fence until contract is paid in full. Right of N.O.0 + access and removal is hereby granted in the event of non payment as agreed. Not responsible for a tQmderground lines that cannot be 166atpd. , Total Price = $2,472 According to Florida's construction lien law (sections 713.001-713.37, Florida statutes), those who work Retainer t $500onyourpropertyorprovidematerialsandarenotpaidinfullhavearighttoenforcetheirclaimfor3u ../ (!l against J `1paymentyourproperty. This cliam is known as a contruction lien. If your contractor or a zJ Y subcontractor fails to pay subcontractors or material suppliers or neglects to make other legally required Balance due upon completion: payments, the people who are owed money may look to your property for payment, even if you have paid your contract in full. if you fail to pay your contractor, your contractor may also have.a lien on your $1,972 property. This means if alien is filed your propertycould be sold against your will to pay for labor, Once proposal is accepted by Dave's materials, or other services that your contractor or a subcontractor may have failed to pay. To protect Fence the pooposal becomes a binding yourself, you should stipulate in this contract that before any payment is made your contractor is contract and is not subject to required to provide you with a written release of lien from any person or company that has provided to cancellation noticeyouatoowner." Florida's construction lien law is complex and it is recommended that, This proposal maybe withdrawn Acceptance of proposal- The above prices, specifications and conditions are satisfactory and by Dave's Fence if not accepted are hereby accepted. Yo authorized to do the work specified. Payment ill be made as within _30_ days. outlined above Company Representative: SIGNATURE Date: ' t o f RANDY 443-850-2375 SIGNATURE Date: rand .davesfenceCcDemail.com kx S€A41NOLE COUNTY MULTI%URISDICTIONAL LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: DUG t21 UC r'L 0f- (PAIV l GL r i V.1 dNrneq an agent of: U41G15 R7NC.C-, llvc-- Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): All permits and applications submitted by this contractor. Or The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: /kV 1! 141 e afe State License Number: I'jtA Signature of License Holder: STATE OF FLORIDA COUNTY OF JI USft+ The foregoing instrument was acknowledged before me this day of JMC- „ 2018 by 1A-11i) who is personally known to me or who has produced and whoj did ( did not) take an oath. i AX1J n t OlRfrlr Signature of Notary D RI.EhlE l Di £ -qK My COMMISSION ? C 026429 November S9, 2020 Thru Noes wttio QIdAro risers as identification Print or type Notary name Notary Public, -State of r- - n/j- Commission No. G 6 02(11 J My Commission Expires: 11-19 -2-0 llrSC9JP2'10N AS FURNISHED: Lot 305, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages170thru71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO Taylor Morrison of Florida, Inc. LOT 290 f N 00° 10' 44" TF ZG97 I 40. 00' 6' PVC FENCE G' PVC FENCEuNIr REC. I/e I.R. 0.4' 0:4 0.3, ON REC. 1/2" I.R. ho I.D. r3CZsi LJ — NO l.D. s--- — 3 LOT 305 ok to install approx. ` linear feet j f fence andof i foot high — , gaten s) as shown on pla. Fence 34;60' f side shaltbeconstructedwithfinishedfacing outward.'':: LOT 306 3. 4'x3.4' AC ` PAD to o. cr a Co COV' D: of BRICK 4 8.7' 71' l0 r STORY, RESIDENCE F r•-:m23:sz' i c e16' MM Co ra o . CV to N- a 5. 00' LOT 304 BRICK W U-K BRICK DR. 25. 20 .5.20• toll* UAL. £SMT.' 9 9249,58' REC. NAIL 5' CONC. V,ALK RVC. NAIL (PC) IN WALK IN M17ALK Bs.) S 00 ° 10' 44" E 0. 3' ON 40. oo, 0 . 2' ON ON LOT AREA CALCVLAFON t1 q: LOT = 4.600 UOUG = 1.157 GARAGE 451 SOXI. SOFT: SO: rr. ENTRY = 74 SO.rr. REM PAT10= 27 SU:T7. RED ROSE LANE OREErEWAY- N/A SOXI. DRIVEWAY - dUJ San, 50' R/W) TRACT' 1 VC Pr1D - q SaF7, Z<, y unurr fa ACCESS R/W YALUWYAY - 67 1UPERVIOUS= 45.6 1/ t Soo 2612 SO-1A OPF LOT A tCA i.ALCuui aN. R/ W - 440 Su.rT. PROPOSED e FINISRcD .SPOT GRADE ELEVA770N APRON — 110 SO.FT. . PER DRAINAGE PLANS BUILDING SECTAACKS: S10E1:'ALK = 200 SO.rf PROPOSED ORAIIIACE FLOW FRONT - 25' SOD = 1-toSo.R. LOT CRADING TYPE A REAR a 15' nan= raccn c c oco DI AA1C — TO n' cfr+c _ c ..• PROPOSED INFORI.fATION SHOWN1 AREA = 5.240 SOOT. CITY OF FORDL FIRE DEPARTMENT Building & Fire Prevention Division RESIUNTiAL FENCEAFFIDAVIT 6 FEET OR LESS IN HEIGHT) PERMIT#: 7 ADDRESS: 4 q,j P-o P,56 Lfv 12"10 HEREBY AFFIRM THAT ALL OF THE FOREGOING INFORMATION IS TRUE AND ACCURATE. THE FENCE WILL BE INSTALLED IN THE APPROVED LOCATION AS SHOWN ON THE APPROVED SITE PLAN. THE PENCE WILL BE NO HIGHER THAN 6 FEET, MEASURED FROM GRADE. THE FINISHED SIDE OF THE FENCE IS REWIRED TO FACE OUT. IT IS THE HOMEOWNER'S RESPONSIBILITY TO VERIFY THE FENCE IS PLACED WITHIN I THE PROPERTYY LINESNES AND ANY DISPUTES BETWEEN ADJACENT HOMEOWNERS WILL BE A CIVIL MATTER. I UNDERSTAND THAT FAILURE TO PROPERLY FOLLOW THESE GUIDELINES ANDD ADHERE TO ALL CITY CODES (SANFORD LAND DEVELOPMENT REGULATIONS, SCHEDULE F) COULD RESULT IN THE FENCE HAVING TO BE REPLACED, RELOCATED OR REMOVED AT THE OWNER'S EXPENSE. FENCE CONTRACTORj BY SI6NIN97HIS AFFIDAVIT, YOU ARE ACKNOWLEDGING YOU HAVE MADE THE HOMEOWNER AWARE Or, THE FENCE AFFIDAVIT STIPULATIONS AS STATED ON THIS DOCUMENT. COMPANY'AVI:: i CONTRACTOR: b,s P",wc CONTRACTOR SIGNATURE- —' DATE: El -HOMEOWNER (ON*131sR O WNERMUILDER NAME: OWNER/ BUILDER SIGNATURE-. DATE: PLEASE NOTE,* THE' 13UILDING DEPARTMENT WILL NOT CONDUCT ANY INSPECTIONS ON RESIDE, NTIAL FENCES. THIS AFFIDAVIT MUST BE PROVIDED, SIGNED AND NOTARIZED, AT THE TIME OF PERMIT SUBMITTAL AND WILL SUFFICE AS THE FINAL INSPECTION APPROVAL FOR'THE FENCE. STATE OF FLORIDA COUNTY OF VaLJj:5j1+ Sworn to and Subscribed before me this 92 day of ,Jt(gC— 20 by: N41- p 141ePCA&,j Who is qrfersonally Known to me or has 0 Produced (type of identification) as identification. Qajl4j_ A4 10 Signature of Notary. Public ESOCK LDL4 1 (3G 026429 10rjB00j2UUrr& L, DESOCK 10 4.1 GG 0264 E' State of Florida CAR GG 026429 0 1B, 2j ExPIPE& wo,srn ar i B, 2020 Pzt, U"d_ L4 3'Y P t t cnvPrint/ Type/Stamp Name ers of Notary Public Effective: August 1, 2017 L1T'SCRIPTi6i t,, AS , FURNISHED: Lot 365, THORNOROOKE PHASE 4, as recorded in Plat Book 81, Pages 1 thru 71, Public Records of Sernihote County, Florida. BOUNDARY FOR/CERTLHED TO: Taylor Morrison of Florida, Inc. LOT 290 1 N 00010' 44" FY 143- 1,?` 97 y 40.00' J. 11V 14 , ! REC. 1/2" J.R. G 0. 44'' ON/2CE G 0. 3CONNCEi REC. 1 2" LR. NO a zGLOT 305 ' Ok to install approx. glinear feet of o foot high 0 fence and t39' as shownonplan. Fence a 34.o tl gate(s) Lam,' shalt be constructed with finished side facing outward. _. 9.0' 7.0 PAD 5 04' Conc 5 DO' 0) o O K IWO STORY -r- O a N M RESIDENCE O F.F.- 23 92' d LOT J05 co LOT 304 o CO co ci COV` D. 6 BRICK B.7' h 21. 3' 16, -- 5. 00• L BRICK W, LK OFTICK 25.20 DR. 10' UT( L. ES.Ur. 24.99. 58' R£C. NAIL 5' CONC.?ALK REC. MAIL — — (PC) IN WALK IN WALK a.e.) S OOO f O' 44" E o.J' ON 0:2' ON 40.00 ON LOT AREA c LcuLATIrI s:e LOT = 4• 600 tiO,F"r. 1 Wtic = 1.15; SCE.F7 M 1 GARAGE > 451 SOFT. G' ENTRY = 74 SOFT, RFAR PATIO= 27 SO. 7. RED ROSE LAME 13REEZES'AY= N/A sv.17. DRIV£iYAY - 403 Si1.Ft 50' R W) TRACT I AIC PAD - 9 sarz WALKWAY > 67 Q.T7 U7ILJTY & ACCESS RAv JUPERVrOUS= 45.i h 2. 1: 18 SD.rI SOD = 2.6 17 SO.FL LCVLAWEJW 440 SU- TT. PROPOSED R FJNISHED SNOT GRADE ELEVATION APRON — 110 SOFT; PER DRAINA4E PLANS BUILDING SETNCK5; SIDEWALK = 200 SO.FT 1'— - PROPOSED DRAINAGE FLOW FRONT - 25' SOD = 130SCr.rr.: LOT GRAPING TYPE A REAR _ 15' nL AH- 0;:kn0t'MM rr aro flre,rc erne _ ,• PROPOSED INFORGIATION SHOWN AREA _ 5.2,40 SPJT