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481 Red Rose Ln 17-2394; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 BUILDING APPLICATION #: 17-10000636 BUILDING PERMIT NUMBER: 17-10000636 a qa> sa 3 DATE: September 05, 2017 UNIT ADDRESS: RED ROSE LN 481 21-19-30-510-0000-3020 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR 4350 MAITLAND FL 32751 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 481 RED ROSE LN / LOT 302 SFR DETACHED THORNBROOKE PH 4 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE Single Family Housing ORD 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT rn f V i! RECEIVED BY: bVI! , J` y SIGNATURE: PLEASE PRINT NAME) 012S/1_7DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** 10 y PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE r/_ SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL lip) 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST_ CALL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. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION AUW Application No: By. Documented Construction Value: $ Job Address: 41F I P_e of PQ s G L4 K.R- Historic District: Yes No X Parcel ID: 119-30- Sla -0000- 3 a>fl Residential R Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE 4 LOT NUMBER: d, — Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da h ne& Permits PermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTH HALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Name: Street: City, St, Zip: Bonding Company: N/A Address: 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: 5te Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application y, Ll o , 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 1,4 /l/,t da:::025 // 2 Si lure of owner/Agent to TAYLOR MORRISON F FLORIDA INC Print Owner/Age t' me Sign e of Notary -State ofFlorid rF Date 2pj9 a gooaed° r STATE OF Owner/Agent is YES. Personally Known to Me or Produced ID N/A Type of ID Z4w V3 S nature of Contractor/Agent Date JOHN ASA WRIG Print Contrac nt's Name h ignahire of Notary -State of Floridan N o1P" 4 vuat, 0 e 2 2p19 Ps EXP\aFS 1l Notac4 S°ri`c Zr 'offil STArs or '' Contractor/Agent is YES Personally Known to Me or Produced ID NIIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building X Electrical g Mechanical© Pltunbing[2 Gas Roof Construction Type: Occupancy Use: Ws Flood Zone: X-5 a kt (t Total Sq Ft of Bldg: Z"j41 Min. Occupancy Load: 1 # of Stories: Z New Construction: Electric - # of Amps (7!5;c' Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No R # of Heads APPROVALS: ZONING: WWl-7UTILITIES: COMMENTS: ENGINEERING: FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 2l Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 5f1o.3 •t? Revised: June 30, 2015 Permit Application Parcel ID Number: .z/ Prepared By Kim and Tay( Return To : 260( Mail NOTICE OF COM State of Florida. County of Seminole 9-30- 51 D -0000- 3 4%-0 Morrison Homes ake Lucien Drive, Suite 350 d, FL 32751 CEMENT. GRANT MALOY? SEMINOLE COUNTY CL.E.RT' OF CIRCUIT COURT & COMPTROLLER BK 3981 Ps 1027 (1P9s) CLERK'S 4 2017089576 RECORDED 08I30/2017 037:13-*23PI1 RECORDING FEES $10. 00 RECORDED BY hdevore 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 : Legal Description 2. General des( 3. Owner infori 4. 5. 6. 7. 8. 9. 10 LOT 3 Q- , / Thornbrooke Phase "' , according to the plat thereof, as recorded in Plat Book Qt Page Id-1/of the public records of Seminole County, Florida. Addresses : ^Tar ) eot 1 ose La /`?- Sanford FL of improvements : Single Family Home on : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder : N.A. Contractor ni me and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Surety: N.A. Lender: N.A. 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)(bi), Florida Statutes. N.A. 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. i f11. Date Signed : 3t "7 Signature of Owner's Agent:'VeO14a J n Asa Wright aylor Morrison of Florid Sworn to and subscribed before me this by John Asa Wright who is p sonally known to me. o, a °-m , o 1oe Notary Public DA Clark 1P :UQc, M MM SS\; 0212paN eb My commission expires: , R R =o : *xp P 5• .Nu aN Lt1n r TPSerialNo. FF 209108 = E rCOUP,`!` y ignature: ary t NpU o C:c, ` Ci is (Ir' IJIT , ,:. * e qo F_ 311" h CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1' J 3 Documented Construction Value: $ /U / 7 36 Job Address: 141 j2e of PQ z L L4 ti-e— Historic District: Yes No X Parcel ID: -;?,1-19-30- SI b -0000- 3 a" Residential [) Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE T LOT NUMBER: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne PermitsPermitsPermits.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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 454 Z , 0-- 4-13 2 Si lure of O%vner/Agent ate TAYLOR MORRISON F FLORIDA INC Print Owner/Age t' me Sign a of Notary -State of FloCid cF Date 1p,,. r0 NsaN 0\Np a c gooaeatbry dr Owner/Agent is YFS Personally Known to Me or Produced ID N/A Type of ID w S' nature of Contractor/Agent Date JOHN ASA WRIG Print Contrac nt's Name 3 ignature ofotary-NState of Floridan A coN roal'o M pM dun c;,t: o O hr g, STAT3 UP Contractor/Agent is YES Personally Known to Me or Produced ID N1/A 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: FIRE: BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # l'l - Z- 2q `i 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: H81 CLr,tj ELEGTRICA: PERMIT. e` Min Max Inspection Description W 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final A ,r PLU7VIBiNG ins y PERMIT 1, o Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHANICAL PERMIT. a Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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: 481 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3020 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USEONL}Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 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# 17-2394 Reviewed by: Michael Cash, CFM Date: August 9, 2017 1] Application for Right-of-way UseQforDriveway,Walkway & Landscape o R I DY p F _ 1877 _,1 Department of Planning & Development Services www. sonfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the 8- Know attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right- of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed.`.._© all be below. p`/, YJ Qj/!JV{n/ Cell before you dig: 1. Project Location/Address: I afe— C4 i-2, 2. Proposed Activity: Driveway 1-1 Walkway Other: 3. Schedule of Work: Start Date / Completion Date El Emergency Repairs 4. Brief Description of Work: A& C AY SK AIAr1 !, This application is submitted by: Property Owner Signature: ,t Parrot Name: Address: f U :'/r lk eGw RW A14j0 q, f Phone: 40 & I" k Q O Fax` Q Q(J j/? %1Q(iY11 j P i%f I$l a ClTh i Date: _ 3 - o Maintenance Responsibilities/ Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: W- 3 .—) / ' This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: a a September 2010 ROW Use Driveway.pdf SCPA Parcel View: 21-19-30-510-0000-3020 http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... Property Record Card f& CFA Parcel: 21-19-30-510-0000-3020ffil"IffiOwner: TAYLOR MORRISON OF FL INC SCWW, 1CLC OOtMOV FAMFUDA party Address: 481 RED ROSE LN SANFORD, FL 32771 W11111dry 2017 Working 2016 Certified Values Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) 26,050 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 7 o 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 Legal Description LOT 302 THORNBROOKE PHASE 4 PB 81 PGS 70-71 T.— Taxing Authority I 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 j SJWM( Saint Johns Water Management) 13,266 0 113,266 County Bonds 13,266 0 13,266 Sales Description Date Book age Amount Qualified VactImp No Sales I Find Comparable Sales IN MethodFrontage [Depth UnitsUnits Price Land Value LOT 1 $26,050.00 $26,05 Permits Agency PermitDatePermit # Description cyAmountCODate1of 2 8/3/17, 4: 10 PM Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 3-0 Project Name:_ Project Address: '4 e- Building Permit #:, Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings, 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been.issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such. right. Also, in the event, any third. party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. n- ns Print Name of Owner/Te nt gnature of Owner/Te t JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 4/20/07) Print Name of Gen. Cor1Vactor k gnature of Gen. CpKor 1.t3clZ SZ19/62 Gen. Contractor License # o Progress Energy Print Name of El. Contractor Signature of El. Contractor ECOoQ0EPq El. Contractor License # Florida Power and Light on / / REC,,"D COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method M Project Name: Lot302Thornbro9keManchesterAGLN Builder Name: TAYLOR MORRISON, Street: IV R-ed J?C6el Ca -e- City, State, Zip: FL, sQ,n, Permit Office' s' Permit Number# - 3 9 4 oRo Owner: Jurisdiction: 691500 61 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2IRRTM 1. New construction or existing New (From Plans) 9. Wall Types(2706.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1304.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1277.00 ft2 6. Conditioned floor area above grade (ft2) 2138 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(336.7 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 427.6 a. U-Factor: Dbl, U=0.34 272.67 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 42.0 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 42.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 2.521 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallonsEF: 8. Floor Types (1277.0 sqft.) Insulation Area 0. 950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 ft2 b. Conservation features b. Raised Floor R=19.0 78.00 ft2 None c. other (see details) R= 42.00 ft2 15. Credits Pstat Glass/ Floor Area: 0.157 Total Proposed Modified Loads: 69.00 PASS Total Baseline Loads: 68.84 1 hereby certify that the plans and specifications covered by Review of the plans and LKE S74, this calculation are in compliance with the Florida Energy specifications covered by this FOB, Code. - calculation indicates compliance Pv with the Florida Energy Code. r„r,r.;;;, -.; ,.;;.• M„ PREPARED BY: Before construction is completed DATE: 7/18117 this building will be inspected for compliance with Section 553.908 Cc I hereby certify that this building, as designed, is in compliance Florida Statutes. COb withtheFloridaEnergyCode. WE C¢ OWNER/ AGENT: _ BUILDING OFFICIAL: _ DATE: ___ DATE: 110 3• r1 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. 7/ 18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot302ThornbrookeManchest Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2138 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Block1 2138 19669.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2138 19669.6 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor Main 78 ft2 19 0 0 1 2 Floor over Garage Main 42 ft2 19 0 0 1 3 Slab -On -Grade Edge Insulatio Main 117.6 ft 0 1157 ft2 0.18 0 0.82 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1428 ft2 320 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1277 ft2 N N 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) Main 30 Blown 1277 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt TA W_ all -Type Space R-Value Ft In Ft In Area- R>Vatue-Fraction-Absor.-Grade% 1 W Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 2 W Exterior Concrete Block - Int Insul Main 4.1 37 6 9 4 350.0 ft2 0 0 0.6 0 3 NW Exterior Concrete Block - Int Insul Main 4.1 5 8 9 4 52.9 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 4.1 5 0 9 4 46.7 ft2 0 0 0.6 0 6 E Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 7 E Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 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 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 10 Garage Frame - Wood Main 13 24 9 9 4 231.0 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 NW Wood Main None 25 3 1 8 24.7 ft2 2 Wood Main None 25 2 10 6 8 18.9 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang y Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in None None 2 W 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in None None 3 W 2 Vinyl Low-E Double Yes 0.34 0.31 9.0 ft2 1 ft 0 in 11 ft 8 in None None 4 N 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None None 5 E 6 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 0 in None None 6 E 7 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 8 in None None 7 S 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None None 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 58.6 ft2 1 ft 0 in 11 ft 8 in None None 10 S 9 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft2 9 ft 0 in 0 ft 0 in None None 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ft2 451 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000292 1639.1 89.99 169.23 .2627 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 42 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 42 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS v # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 427.6 ft Main 106.9 ft Default Leakage Main (Default) (Default) 1 1 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling an Heating X Jan Feb Feb Mar Marl A r Apr May May JunrjJun Jul Julrl Au Xjrj Au Se Sep Oct Oct Nov NovH Dec Dec Ventin [ Jan Feb X Mar A r [ Ma Jun Jul Aug Se [ l Oct Nov lX 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 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft2 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1277.00 ft' 2138 b. Knee Wall (Vented) R=30.0 27.00 ft2 c. N/A R= ft2 Areaa 11. Ducts R ft2 272 ft' a. Sup: Attic, Ret: Main, AH: Main 6 427.6 64.00 ft' 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 42.0 SEER:15.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Raised Floor R=19.0 c. other (see details) R= ft2 13. Heating systems a. Electric Heat Pump 2.521 ft. 0.312 Area 14. Hot water systems 1157.00 ft2 a. Electric 78.00 ft2 b. Conservation features 42.00 ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: 9 a 'Pase-ca "4- City/FL Zip: Salyd - g7- Z t kBtu/hr Efficiency 42.0 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat CAD WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: Lot302ThornbrookeMan... RDEL—AIR Date: 6/4/2014 HEATING • An CONUMOMNO Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON Co.olin E ui meat _ ` Design Conditions Outdoor design DB: 92.5°F Sensible gain: 29462 Btuh Entering coil DB: 76.7°F Outdoor design WB: 76.3°F Latent gain: 5114 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 34576 Btuh Indoor RH: 50% Estimated airflow: 1450 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230'++TDR Actual airflow: 1450 cfm Sensible capacity: 33481 Btuh 114% of load Latent capacity: 6065 Btuh 119% of load Total capacity: 39546 Btuh 114%of load SHR: 85% pf, Heat ngEquipment ., e. Design Conditions Outdoor design DB: 41.7°F Heat loss: 27005 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.3°F Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230'++TDR Actual airflow: 1450 cfm Output capacity: 39236 Btuh 145% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.0 kW 101 % of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wri htsoft$ 2017-Jul-18 08:44:18 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 144CCA...chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft2 Btuhift-"F ft--°F/Btuh Btuhim Btu In Btu h/W Btu Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A- 2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C- Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/ 8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/ 8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.3 ft window ht, 11. 67 ft sep.); 6.67 ft head ht 2A- 2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/ 8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht n 240 0.091 13.0 2.58 618 2.34 562 e 374 0.091 13.0 2.58 962 2.34 875 s 200 0.091 13.0 2.58 515 2.34 469 w 398 0.091 13.0 2.58 1024 2.34 931 all 1211 0.091 13.0 2.58 3119 2.34 2838 n 47 0.201 0 5.69 265 4.35 203 e 330 0.201 0 5.69 1875 4.35 1435 s 158 0.201 0 5.69 897 4.35 686 w 341 0.201 0 5.69 1938 4.35 1483 nw 28 0.201 0 5.69 160 4.35 122 all 903 0.201 0 5.69 5136 4.35 3929 212 0.091 13.0 2.58 546 1.44 306 n 30 0.340 0 9.62 289 12.4 373 e 45 0,340 0 9.62 433 35.7 1608 s 30 0.340 0 9.62 289 12.6 378 s 40 0.340 0 9.62 385 12.6 505 w 15 0.340 0 9.62 144 35.7 536 all 160 0.340 0 9.62 1540 21.2 3400 e 39 0.340 0 9.62 374 35.7 1388 s 58 0.340 0 9.62 561 13.9 811 all 97 0.340 0 9.62 935 22.6 2199 s 64 0.580 0 16.4 1050 16.8 1078 w 6 0.340 0 9.62 58 35.7 214 C wri htsoft0. 2017-Jul-18 08:44:18 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 chesterAGLN\ Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 9 0.340 0 9.62 88 35.7 325 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type nw 25 0.390 0 11.0 272 12.0 296 n 19 0.390 0 11.0 208 12.0 227 all 44 0.390 0 11.0 481 12.0 522 Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1277 0.032 30.0 0.91 1156 1.74 2216 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, amb ovr 78 0.050 19.0 1.41 110 0.71 55 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 42 0.050 19.0 1.41 59 0.71 30 22A-tpl: Bg floor, light dry soil, on grade depth 118 0.989 0 28.0 3291 0 0 wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N 2017-Jul-18 08:44:18 Page 2 L\ Notes: RVSD 6/6/16 JA LS 2/21/17 JA LS 7/18/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22292 Btuh Structure 22399 Btuh Ducts 4713 Btuh Ducts 7063 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 27005 Btuh Use manufacturer's data y Rate/swing multiplier Equipment 1.00 Infiltration sensible load 29462 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 3654 Btuh Ducts 1460 Btuh Central vent (0 cfm) 0 Btuh Area He 2138 Cooling none) ft2) 8 2138 Equipment latent load 5114 Btuh Volume (ft3) 22293 22293 Air changes/hour 0.41 0.21 Equipment total load 34576 Btuh Equiv. AVF (cfm) 152 78 Req. total capacity at 0.75 SHR 3.3 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-042-230-19 Cond 14HPX-042-230-19 AHRI ref 10258591 Coil CBA27UHE-042-230*++TDR AH R I ref 10258591 Efficiency 8.5 HSPF Efficiency 13.0 EER, 15 SEER Heating input Sensible cooling 31500 Btuh Heating output 42000 Btuh @ 470F Latent cooling 10500 Btuh Temperature rise 26 OF Total cooling 42000 Btuh Actual air flow 1450 cfm Actual air flow 1450 cfm Air flow factor 0.054 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point 30 OF Backup: Input = 8 kW, Output = 27292 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrlg htsoft, 2017-Jul-1808:44:18 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1ACC....chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N i' DEL -AIR NUMB - = CONDMOMO10 Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name Entire House family rm 2 Exposed wall 270.6 ft 32.0 it 3 Room height 9.2 it 9.3 it heat/cool 4 Room dimensions 15.0 x 17.0 it 5 Room area 2434.5 ft2 255.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 120-Osvi 0:091 n 2.58 2.34 270 240 618 562 0'" 0 0 0 L _G 2A 2ov.,_. _... 0.340 n 9.62:, 12.44 30 0 289 373 0 O 0 0 W 13A-2ocs 0.201 n 5.69 4.35 47 47 265 203 0 0 0 0 V/ 12C-Osw 0-091 a 2.58 2.34 419 374 962 875 0 0 0 0 11 L--G 2A 2ov.._._,,, ., ... 0.340 e 9.62 35.73 45 0, 433 1608 0 0 Q 0 Vf1 13A-2ocs 0.201 e 5.69 4.35 369 330 1875 1435 159 159 902 690 t-G 2A 2ov 0.340 a 9.62 35.73 39 0 374 1388 0 0 0 0, 12C Osw 0.091 s 2.58 2.34 270 200 515 469 0 0 0 0 2A 2ov 0.340 s 9:62 12.61 30 53 289 378 0 0 0 0 2B 2fv,.__,... 0.340 s 9.62...„, 12.61: 40 70 385 505 0 0 0 0 Vh13A-2ocs 0.201 s 5.69 4.35 280 158 897 686 140 76 432 331 2A-2ov 0.340 s 9.62 13.92 58 0 561 811 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 64 128 1050, 1078 64 64 1050 1078 12C-0sw 0.091 w 2.58 2.34 419 398 1024 931 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 6 0 58 214 0 0 0 0 2Ar2ov__,. 0.340 w,- 9.62 35.73 15 1, 0 144 536 0 0 r 0 0 Vj/ 13A-2ocs 0.201 w 5.69 4.35 350 341 1938 1483 0 0 0 0 G 2A-2ov 0.340 w 9.62 35.73 9 0 88 325 0 0 0 0 13A 2ocs 0.201 nw ' 5.69' 4.35 53 28 160 122 0 0 0' 0 11 DO __. 0.390 nw, , 11.04 11.99 25 25 272 296, 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 231 212 546 306 0 0 0 0 L-D 11DO 0.390 n 11,04 19 19 208 227 0 0 0 0 C ._, 16B-30ad 0.032 0 91, 111.99 1,.74 1277 1277 1156 2216 0 0 0 0 Fv 20P-19t 0.050 1.41 0.71 78 78 110 55 0 0 0 0 F. 20P-1'9t 0.050 1.41' 0.71' 42 42 59 30 0- 0 0 0 F 22A-tpl 0.989 27.99 0.00 1158, 118 3291 0 255, 32 896 0 6 c) AED excursion 0 140 Envelope loss/gain 17566 17112 3280 1959 12 a) Infiltration 4726 1497 570 181 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 2410 0 Subtotal (lines 6 to 13) 22292 22399 3851 3059 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22292 22399 3851 3059 15 Duct loads 21% 321% 4713 7063 100/1 101% 385 1 306 Total room load 27005 29462 4236 3365 Air required (cfm) 1 1450 1450 227 166 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Jul-18 08:44:18 At& Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N 4WEi- AIR Right-J® Worksheet Job: Lot302ThornbrookeManche... 0 - AM CMMMONM Entire House Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name mstr rm mstr bth 2 Exposed wall 29.0 It 11.5 It 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 15.0 x 14.0 It 1.0 x 91.0 ft 5 Room area 210.0 ft2 91.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 U J 12C-0sw 0.091 n 2.58 2.34 0 0 0 0 0 6 0 0 G, 2A 2ov... - 0.340 n 9.62, 12.44 0 0 0 0. e.. 0 0 0 0 W 13A-2ocs 0.201 n 5.69 v 4.35 0 0 0 0 0 0 0 0 J 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0- 0 0 0' 1 1 r, 2A- 2ov 0.340 e 9.67 35.73 0 0 0 0, 0 0 0 0- I ., W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 I---G, 2A 2ov 0.340 e 9.62 35.73 0 0 0 0. 0 0 0 0 12C-0sw 6.091 s 2.58 2.34 0 0 0 6 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0, 0 0.340 s 9.62, 12.61: 0. 0 0 0 0 y 0, 0. 13A-2ocs 0.201 s 5.69 4.35 140 82 465 355 0 0 0 0 2A-20v 0.340 s 9.62 13.92 58 0 561 811 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 V 1 12C-0sw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 I--G 2A 2ov 0.340 w" 9.62 35.73 0 0 0 0 0 0 0 0 Ida- 2A 2ov, 0.340 w ; 9.62, 35.73 0 0 0 0 0 0 0, 0 13A-2ocs 0.201 w 5.69 4.35 131 131 743 568 107 107 610 467 T-G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 V I 13A-266 0.201 nw ' 5.69 4.35 0 0 0 0 0 0 0' 0 11 DO ;. 0.390 nw 11.04, 11.99 0 0 0 0. 0 0 0... 0 PI 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B,-30ad, 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F„ 20P-19t, 0.050 1.41 0.71' 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 210 29 812 0 91 12 322 0 6 c) AED excursion 9 23 Envelope loss/gain 2580 1744 932 444 12 a) Infiltration 517 164 205 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 3097 2738 1137 508 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3097 2738 1137 508 15 Duct loads 10 % 10 % 310 274 10 % 10 % 114 51 Total room load 3406 3011 1251 559 Air required (cfm) 183 148 67 28 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 wrightsoft` 2017-Ju1-18 08:e 2Right-Suile® Universal 2017 17.0.16 RSU24011 Page chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N EL -AIR Right-JO Worksheet rrtmura•amcnxoitrotmro Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name utility pwdr 2 Exposed wall 6.0 it 10.5 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 6.0 x 6.0 it 6.0 x 5.5 it 5 Room area 36.0 ft2 33.0 ft2 Ty Construction number U-value Btuh/it2 °F) Or HTM Btuh/ft2) Area (ft2) or perimeter (it) Load Btuh) Area (ft2) or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V)/' W 12C OsW 2A 2ov __ .. 13A-2ocs 0.691 0.340, 0.201 n n n 2.58 9.62, 5.69 2.34 12.44 4.35 0 0 0 6 0 0 0 0 0 6 0" 0 0 0 47 0 0 47 0 0'__' 265 0 0 203 11 V!1 I ,G, V J G 12C-6s4v 2A 2ov `, 13A-2ocs 2A 2ov 12C Osw 2A-2ov 282iv,_._..., 0.091 0.340 0.201 0.340 0.091 0.340 0.340 a "' e,; a a s s s:r.. 2.58: 9.62 5.69 9.62 2.58 9.62 9.62 2.34 35.73 4.35 35.73 2.34 12.61' 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 6 0 0 0 0 0 0 0 A 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0"_ 0, 0 0,.,_ 0 A 0 0 0 0 0 G V 1 L--G V J TD, PI - L-D C 13A-2ocs 2A-2ov 2A-2ovd 12C "Osw _ 2A 2ov 2A-2ov 13A-2ocs 2A-2ov 13A-2ocs 11 D0_... 12C-Osw 11 DO 1613-30ad, _. 0.201 0.340 0.580 0.091 0.340 0.340 0.201 0.340 0.201 0.390 0.091 0.390 0.032. s s s w w; w w w nw nw. . n 5.69 9.62 16.41 2.58' 9.62 9.62 5.69 9.62 5.69 11.04 2.58 11.04 0.91, 4.35 13.92 16.85 2.34 35.73 35.73 4.35 35.73 4.35 11.99, 1.44 11.99 1.74 0 0 0 0 0 Q 56 0 0 10 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 0 0 0 318 0 0 0 0 0 0_ 0 0 0 0 0 0 244 0 0 0 0 0 0 0 0 0 0 0 y.,,._.. 0 51 9 0 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 0 0 0. 240 88 0' 0 0 0 0 0 0 0 0 0 0 184 325 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19i 0.050 1.41, 0.71 0 0 0 0" 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 36 6 168 0 33 11 294 0 6 c) AED excursion 38 117 Envelope loss/gain 486 205 887 829 12 a) Infiltration 107 34 187 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 1 0 Subtotal (lines 6 to 13) 593 839 1074 888 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 593 0 0 8391 0 0 1074 0 0 888 15 Duct loads 10% 10% 59 84 10% 10% 1071 89 Total room load Air required (cfm) 653 35 923 45 1181 63 977 48 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. FT wrightsoft" 2017-Jul-18 08:44:18 ACGA TRight- Suite® Universal 2017 17.0.16 RSU24011 Page 3 chesterAGLN\ Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N RDEL--AIR Right-JO Worksheet M-AMCO°°°'°'°"° Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name mstr we mstr wic 2 Exposed wall 0 ft 0 it 3 Room height 9.3 ft Iheat/cool 9.3 It heat/cool 4 Room dimensions 3.5 x 6.5 It 5.5 x 10.0 It 5 Room area 22.8 ft2 55.0 it' Ty Construction U-value Or HTM Area (w) Load Area (ftz) Load number Btuh/ft2 °F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vf/ 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 yJ 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 11 LG 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.62 35.73 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 LLL---GGG 213-2fv 0.340 s 9.62. 12.61, 0 0 0 0 0 0,., 0 0 13A-20cs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 13.92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62., 35.73 0 0 0 0 0 0 0 0 V! 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 TC' 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 V+J 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 t-D 11 DO 0.390 nw 11.04 11.99 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41' 0.71 0 0 0 0 0 0_ 0 0 F 22A-tpl 0.989 27.99 0.00 23 0 0 0 55 0 0 0 6 c) AED excursion 0 0 Envelope loss/gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 5 Subtotal (lines 6 to 13) 10 5 01 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct loads 10% 10% 0 0 10% 100/0 0 0 Total room load 0 5 0 5 Air required (cfm) 1 0 0 0 0 Calculations aDoroved by ACCA to meet all requirements of Manual J 8th Ed wreghtsoft" 2017-Jul-18 08:44:18 ACl,, Right - Suite® Universal 2017 17.0.16 RSU24011 Page 4 chesterAGLN\ Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N l DEL -AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name dining rm kitchen 2 Exposed wall 10.0 ft 18.6 It 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 15.0 x 10.0 ft 150.0 ft2 1.0 x 305.0 ft 305.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °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 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 VL 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 11 L-G 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 Vf1 13A-2ocs 0.201 a 5.69 4.35 93 54 310 237 117 117 663 508 G 2A-2ov 0.340 a 9.62 35.73 39 0 374 1388 0 0 0 0 j 12C-Osw ` 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 I--( 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0` 0 0 2B-2fv 0.340 s 9.62 12.61 0 0 0 0__ 0_ 0 0 0 y 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 I--G 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 L-G 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ov _ -_ 0.340 w , 9.62, 35.73 0 0 0 0" 0 0 0 0 V+1 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 5 5 27 20 t-G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 Vt1 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 53 28 160 122 11DO 0.390 nw 11.04 11.99 0 0 0 0 25 25 272 296Z P 12C-Osw 0.091 2.58 1.44 0 0 0 0 231 212 546 306 11DO 0.390 n 11.04 11.99 0 0 0 0 19 19 208 227 C 166-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t_., 0.050 1.41 0.71 0 0 0 0 0 0 0, 0 F 22A-tpl 0.989 27.99 0.00 150 10 280 0 305 19 520 0 6 c) AED excursion 114 122 Envelope loss/gain 963 1739 2396 1356 12 a) Infiltration 178 56 332 105 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 1142 2025 2729 2661 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1142 2025 2729 2661 15 Duct loads 10% 10% 114 203 10% 10% 273 266 Total room load 1256 2228 3001 2927 Air required (cfm) 67 110 161 144 Calculations aDoroved by ACCA to meet all reouirements of Manual J 8th Ed Wrightsuf - 2017-Jul-18 08:44:18 ACCP. Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N j DEL -AIR Right-J® Worksheet Hama - OR coe0no010 Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW,DEL-AIR.COM Job: Lot302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name open to below rm 2 2 Exposed wall 32.0 It 26.0 ft 3 Room height 9.0 ft heat/cool 9.0 It heat/cool 4 Room dimensions 15.0 x 17.0 ft 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/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 U_. ...12C Osw . 0.091 n 2 58 2.34 0 0 0 0 0 6'- 6...... 0 i. G.2A2ov.. 0,340,..n...962;.__12.44:, 0 0 0„.- 0, 0 0. 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.58 2.34 153 153' 394 359 0 0 0 0 1 1 1--G 2A-2ov..,..._ _. 0,340 e..! 9,62 35.73 0. 0 0..., 0 0 0 D: 0 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 e_ 9.62 35.73 0 0 0 0 0 0 0 0 12C Osw 0.091 s 2.58 2.34 135 95 245 223 135 105 270 246 2A 2ov 0.340 s 9.62 12.61 0 0 0 0 30 26 289 378 2B 2fv..,.. _. r... .. 0.340 s 9.62, 12.61 a 40 35, 385 505 0 0.. 0, 0 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 13.92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw `" 0.091 w 2.58 2.34 6 0 0 0 99 99 255 232 2A-2ov 0.340 w 9.62 35.73 0 0 0' 0 0 0 0 0 2A-2ov _ 0.340 w . 9.62; 35.73 0 0 0 0 0 0 O 0 V/ 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 L--G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 1 1. 1t--D 39-2ocsW 0.201 nw' 5.69 4.35 0 0 0 0 0 0 0' 0 11 DO . --,_ ._,. _,.. , 0.390 nw ... 11,:04, 11.99 0 0 O r_ . _ 0 0 Q 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad .a ..... 0.032 n 0.91 04 255 2% 231 443 165 165 149, 286 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F _,.. 20P-19t _ 0.050 1.41 0.71 0 0._ 0 0 0 A 0 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 47 35 Envelope loss/gain 1254 1482 963 1108 12 a) Infiltration 550 174 447 142 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) 1804 1656 1410 1249 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1804 1656 1410 1249 151 Duct loads 39 % 60 % 697 992 39% 60% 545 748 Total room load 2502 2648 1955 1997 Air required (cfm) 134 130 105 98 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wriightsoft" 2017-Jul-18 08:44:18 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 6 chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N 1 ®EL -AIR Right-JO Worksheet HEMMG-AMWMIMOH'° Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 8.0 it 12.0 ft 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 6.0 x 8.0 it 0 x 12.0 ft 5 Room area 48.0 ft2 72.0 it' Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btuh/ft2- 'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V! .. ' G..2A W 12C-Osw 2ov___..a . _ _ __ . 13A-2ocs 0.091 0.340 0.201 n n n 2.58 9.62 5.69 2.34 12.44 4.35 6 a,. , 0 0 0 0 0 0 0. 0 0 0 0 0- 0 0 0 0. 0 0 0 0 6 0 0 if W L-G. 12C Osw -_ 2A 2ov _... .__ _ 0.091 0.340 e a .. 2.58 9.62. 9.62. 2.34 35.7335.73 0 0 0 0 0 0. 0 0 0 0. 0 0 0 Q 0 Q Vil 13A-2ocs 2A 2ov 12C-Osw 0.201 0.340 0.091 a e . s 5.69 9.62 2.58 4.35 35.73 2 M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 0. 0 0 0 0 2A 2ov 2B 2fv_,_a_. _.. _ 0.340 0.340 s s- 9.62 9.62,... 12.61 12.6J. 0 0 0 Q 0 0..._.. 0 0.. 0 Q 0 0 0 0, 0 0. 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 13.92 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--G 12C-Osw 2A 2ov 0.091 0.340 w w ; 2.58: 9.62 2.34 35.73 72 6 66 0 170 58 155 214 108 0 108 0 278 0 253 0 y/ L- 2A-2ov__ a , .....,... 13A-2ocs 2A-2ov 0.340 0.201 0.340 w_. w w 9.62 5.69 9.62 35.73 4.35 35.73 0 0 0 0 0 0 0 0 0 0..... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)/ P 13A-26cs 11D0 .- ,., .._. 12C-Osw 0.201 0.390 0.091 rw nw 5.69 11.04' 2.58 4.35 11.99 1.44 0 0. 0 0 0.._ 0 0 0. 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-D C' 11 DO. _ 16B-30ad _ 0.390 0.032 n,._ a ± 11.04 0.91, 11.99 1.74, 0 48. 0 48 0 43 0 83 0 72 0 72 0 65 0 125 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 200' 19[ 0.050 1.41` 0.71 0 0 0 0 0 0 0, 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 78 19 Envelope loss/gain 271 530 343 359 12 a) Infiltration 137 44 206 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 409 574 550 424 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 409 574 550 424 15 Duct loads 399/6 609/6 158 343 39% 601% 212 254 Total room load 567 917 762 678 Air required (cfm) 301 451 41 33 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoffC' 2017-Jul-18 08:44:18 ACCP, Right -Suite® Universal 2017 17.0.16 RSU24011 Page 7 chesierAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N i ®EL -AIR Right-M Worksheet r MO - M ccmn=r= Entire House DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 33.0 ft 4.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 5 Room dimensions Room area 1.0 x 161.8 ft 161.8 ft2 4.0 x 5.0 ft 20.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw. _ . 0.091 n 2.58 2.3-4 126' 111 286 266 38 36 93 84 2A 2ov. _ .. 0.340 n 9.62 12.44 15 0 144 187 0, 0. 01. 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 12C Osw 0.091 a Z58 2.34 63 63 162 148 0' 0 0 0 if t-G 2A-2ov_ .... 0.340 e 9.62, 35.73 0- 0 0 Q Q 0 0: 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 t-G 2A-2ov 0.340 e 9.62 35.73 0 0 0 0 0 0 0 0 34026 2fv -,.... _ _ .._.__, 0. S_ .. 9.62: 12.61 0 0 0 w ...._ 0 0, 0, 0.. 0, 13A- 2ocs 2A- 2ov 0. 201 0. 340 s s 5. 69 9. 62 4. 35 13. 92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 i 2C Osw 0.091 w 2.58 2.34 108 93 240 218 0 0 0 0 2A- 2ov 0,340 w 9.62 35.73 0 0 0 0 0 0' 0 0 0. 340 w , 9.62; 35.73 15 0 144 536 0 0 0 0 Uf/ 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 V+ l - 13A 2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 D 11D0 .,,._.. ..._ 0.390-,,nw 11.04,, 1i_99 0..,.. 0 0 0 0_. 0, 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 L- D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C , r. 16B-30ad 0.032 0.91 1.74 162 162 146 281 20 20 18 35 F 20P-19t 0.050 1.41 0.71 78 78 110 55 0 0 0 0 F 20P-19[ .'... ... b.050 1.41, 0.71. 29 29 41 21 9 9 13 7. F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 121 6 Envelope loss/gain 1274 1826 124 119 12 a) Infiltration 567 180 69 22 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) 1841 2006 1192 141 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1841 2006 192 141 15 Duct loads 39 % 60 % 711 1201 39 % 601% 74 84 Total room load 2552 3207 267 225 Air required (cfm) 137 1581 14 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - Fk wrightsoft" 2017-Jul-18 08:44:18 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 8 chesterAGLN\ Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet Job: Lot302ThornbrookeManche... MUMG Entire House Date: 6/4/2014 DEL -AIR HEATING & AIR By: FJF CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name rm 3 loft 2 Exposed wall 24.0 it 10.5 it 3 Room height 9.0 It heat/cool 9.0 it heat/cool 4 Room dimensions 12.0 x 12.0 it 15.0 x 10.5 It 5 Room area 144.0 ft2 157.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12C-Osw 2A-2ov-.., .. ,. , OA91 0.340 n n„9.62: 2.58 2.34 12.44. 108 15 93 0 240 144 218 187 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 V! L-,-G. 12C Osw 2A 2ov ___, . _ 0.091 0.340, e a 2.56 9.6Z 2.34 w, 35.7a 108 15 93 0 240 144 218 536 95 30._ 65 0 166 1 289, 151 1072 V)J 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 12C-Osw,. 0.340 0.091 e s 9.62 2.58 35.73 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 G 2B 2fv 0.340 s,_,. 9.62, 12.61. 0 0 0 4., 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 13.92 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val G 12C-Osw 2A-2ov 0.091 0.340 w w 2.58 9.62 2.34 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2oy _ _ _ 0.340. w ; 9.62: 35.73 0- 0..... 0 0 0 0 0 0 U I----G 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)/ PI 13A-2ocs 11 D0 _ ,. _ . 12C-0sw 0.201 0.390 0.091 nw nw, 5.69 11.04, 2.58 4.35 11.99 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 D C,. , 11 DO 16B-30ad_ 0.390 0.032 n 11.04 0.91, 11.99 1.74 0_ 144 0 144 0 130 0 250 0 158 0 158 0 143, 0 273 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 3 3 4 2. 0 0 0' 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 68 84 Envelope loss/gain 902 1343 597 1581 12 a) Infiltration 412 131 180 57 b) Room ventilation 0 0 10 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1 1315 1474 778 1638 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1315 1474 778 1638 15 Duct loads 39% 60% 508 882 39% 60%1 301 981 Total room load 1823 2356 1078 2619 Air required (cfm) 98 116 58 129 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wreghtsoft- 2017-Jul-18 08:44:18 ACCK Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N 1 ®EL AIR Right-J® Worksheet Hume -MCONDMION° Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot302ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name stairs 2 Exposed wall 3.5 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 1.0 x 253.5 It 5 Room area 253.5 ftz Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vfl a. ....12C Osw ,. 0.091 n 2.58 2.34 0 0 0 0 2A-2ov a .. . ... . ... 0.340 n _ 9.62, 12:44 0 00 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 y 12C Osw _ 0.091 a 2.58; 2.34 0 0 0 0 11 L_G. 2.42ov, .. , . _ , ._ 0.340 e.. 9.62 9.62 35.73 0 0 0 0 W 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 t- G 2A-2ov 0.340 e_ 9.62 35.73 0 0 0 0 12C- Osw 0.091 s 2.58 2.34 0 0 0 0 2A 2ov 0.340 s 9.62 12.61 0 0 0 0 2132fv ,..,_. - , _ _ 0.340 s, , 9.62; 12.61,. 13A-2ocs 2A-2ov 0.201 0.340 s s 5. 69 9.62 4.35 13.92 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 s 16.41 16.85 0 0 0 0 Vfl 12C- Osw 0.091 w 2.58 2.34 32 32 81 74 I GG 2A-2ov 0.340 w 9.62" 35.73 0 0 0 0 2A-2ov_ .... 0.340 w ,_ 9.62, 35.73 0 0. 0 0 V J 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 G 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 VL_D 13A-2ocs ' . 0.201' nw 5.69 4.35 0 0 0 0 11 D0 - . .. .._. , . 0.390 nw 11.04 11.99 0 0 0 0 P 12C- Osw 0.091 2.58 1.44 0 0 0 0 11 D0 0.390 n 11.04 11.99 0 0 0 0 C 16B- 30ad, .. 0.032 0.91, 1.74 254, 254 236,, 440 F 20P- 19t 0.050 1.41 0.71 0 0 0 0 F 20P.- 19t , 0,050 1.41:.. 0.71 0, 0 0 0, F 22A- tpl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 23 Envelope loss/ gain 311 491 12 a) Infiltration 60 19 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 371 510 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 371 510 15 Duct loads 39% 60% 143 305 Total room load 514 815 Air required ( cfm) 28 40 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C _ -Fp- wrightsoft` 2017-Jul-18 08:44:18 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 10 chesterAGLN\Lot302ThornbrookeManchesterAGLN. rup Calc = MJ8 House faces: N Duct System Summary Job: Lot=ThornbrookeMan... y'R Date: 6/4/2014 FMNO • AIR CONDMONINO Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heati n g 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.145 in/100ft 1450 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.145 in/ 100ft 1450 cfm 166 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 bth 2 c 917 30 45 0.308 4.0 Ox 0 VIFx 8.0 70.0 bth 3 h 762 41 33 0.293 4.0 Ox 0 VIFx 12.0 70.0 dining rm c 2228 67 110 0.176 6.0 Ox 0 VIFx 41.3 95.0 st2 family rm h 4236 227 166 0.161 8.0 Ox 0 VIFx 53.7 95.0 st2 kitchen h 3001 161 144 0.185 7.0 Ox 0 VIFx 34.6 95.0 st2 loft c 2619 58 129 0.239 6.0 Ox 0 VIFx 15.5 85.0 SO mstr bth h 1251 67 28 0.152 5.0 Ox 0 VIFx 48.0 110.0 St3 mstr rm h 3406 183 148 0.145 8.0 Ox 0 VIFx 55.9 110.0 st3 mstr we c 5 0 0 0.150 4.0 Ox 0 VIFx 50.5 110.0 St3 mstr wic c 5 0 0 0.153 4.0 Ox 0 VIFx 46.4 110.0 St3 open to below h 2502 134 130 0.217 8.0 Ox 0 VIFx 25.5 85.0 St1 pwdr h 1181 63 48 0.178 5.0 Ox 0 VIFx 39.6 95.0 st2 rm 2 h 1955 105 98 0.282 7.0 Ox 0 VIFx 15.0 70.0 rm 3 c 2356 98 116 0.212 6.0 Ox 0 VIFx 28.0 85.0 SO rm 3 wic h 267 14 11 0.216 4.0 Ox 0 VIFx 26.1 85.0 SO rm 4 c 3207 137 158 0.264 7.0 Ox 0 VIFx 20.8 70.0 stairs c 815 28 40 0.309 6.0 Ox0 VIFx 7.6 70.0 utility c 923 35 45 0.177 4.0 Ox0 VIFx 40.3 95.0 st2 wr1 htsoft 2017-Jul-18 08: ge 1 , 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 19 ACCA ...chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = MJ8 House faces: N SupplyTrunk{ Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type ' cfm) cfm) FIR fpm) in) in) Material Trunk SO Peak AVF 304 386 0.212 492 12.0 0 x 0 VinlFlx st3 Peak AVF 250 176 0.145 566 9.0 0 x 0 VinlFlx st2 st2 Peak AVF 805 689 0.145 576 16.0 0 x 0 VinlFlx 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 1450 1450 0 0 0 0 Ox 0 VIFx wrightSOW Right -Suite® Universal 2017 17.0.16 RSU24011 4CCA...chesterAGLN\Lot302ThornbrookeManchesterAGLN.rup Calc = 10J8 House faces: N 2017-Jul-18 08:44:20 Page 2 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot302ThornbrookeManchesterAGLN 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 air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 7/18/2017 8:36:58 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot302ThornbrookeManchesterAGLN Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2138 sq.ft. Cond. Volume: 19670 cu ft. Envelope Leakage Test Results Regression Data: f n: Single or Multi Point Test Data HOUSE PRESSURE 10 Leakage Characteristics CFM(50): FLOW: ELA: Eq LA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: o TaE sxArF Xo" o sfS 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. 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).kll 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. 7/18/2017 8:37 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'/s inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 7/18/2017 8:37 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL I I A/C xa LANAI mm+a I PAD rterzrv. Hi. 3.5 TON W/SKW E240V 1PH 18x13 plea xi1 platform by an 1 aLaui wsn.cI I -ttw I bl dr I cale 1/B'=1'0' saaa nre.na.woa I x I W I mraWzria I W. ita t„ 12' RA TMnMrEe p 51' Z By g 3 eaa MASTER SLATE R, R BEDROOM 2 FAMILY ROOM•- z-smxvw,nPuu[ 14.14 1150 l—olI n4' Z Lam' 100 12.12 raB 12x6 Iwcd 14xB s B' GlJ 7' I— 165 lwx6w1ElL nuunue 14x6 Iwcd 10' 12.12 ra-g4 1 O N. 5' 3' bath duct 130 m 1 . 3 to wall cap A L _ r® J pq w a IIx /fn e45 w DINAJMR10x6lwcI8xwNJPto B 6' BEDROOM 5 4 xne sn9 24xIB r F 10H e T. 4 . 130 1Bx6 lwcd a1- a• d 6yer duct to11cdo1 i t y M1 RR 4 n. w/dryer vent box B IinsigigIiB3we455 pp ix6lwc7 " ,ox6 w y 6 m 35s yBq03ia.r a 1015 Iwcd 12x12r n9 ra 40 q• 10x6 cd O 3r 14x146' 7 0 16' Q\ l a• EM y, L 4 12660 Iwcd 14 Bx2 rag a, L / I yy12xi s- n, ao. rasa mxme I ITr- sfer ducts/grilles sized In m'-RoA'Gd-o' le compllonce with Florida Residential Bulltling Code - M1602.4 Balanced Pat ReturnAir, excepilons 1-3. Bullder arc must Ide unrestricted 1 Inch uev_n r _ NaeartanW________prov undercut on door: to habitable I I I I rooms. I I i i I III IIw° rvx s rw im I I I I I Iwsn oxuwz¢arc l I II II. 1 I I we wav VIM Must have n minimum clearance of 4 Inches around the air handler per the State En Ilirgy code. All duct has on r=6 Insulation value. Fo batn ouct o roof cap fan utone 696RN Ratin z 0 LJ Y Q! f LLJ O o o LLJ O= ('") zaJ J (__) \ JF kDLL_ Z N CO LL1 • • - • >_ Z M Z L J Q F m F Q 7 J O =5 Q 0' In d J (n 0 0 DESCRIP77ON AS FURNISHED: Lot 302, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. RECORD COPY LOT 293 N 00010' 44" W 40.00' rye' 8i. LOT 302 26.80' 34.80' 5.ao' 16.0' 00 A/C 7.00' LANAI C 5. Do, 30.0, 5.00, W GJ4 p PROPOSED RESIDENCE p OOMANCHESTER - A LOT 303 2 CAR GARAGE LEFT O) 6 LOT 301 0 o 2 OCO o co 5.0 5.00' h SP l7 - 23q yENTRYP 8, 7' ZONI ; W%Tr w Y 5.00' 3 Ok to construct single family home 21.3' with setbacks and impervious area 16' DRIVE shown on plan. 25.20' 25,20' 10' UTIL. ESMT. 5' CONC. WALK PC) r - DRAINAGE INLET 3' PER CIVIL PLAN FLARES ON LOT AREA CALCULATIONS: LOTCURB 4,800 SQ. B.B.) S 00` 1 0' 44'1 E LIVING = 1,157 SQ.FT. GARAGE = 451 SQ.T. 40, 00 ENTRY = 74 SO. FT. LANAI = 128 SQ.T. BREEZEWAY - N/A SQ.T. RED ROSE LANE DRIVEWAY = 403 SQ.T. A/C PAD = 9 SQ,T. 50+ R/W) TRACT I WALKWAY = 73 SQ,FT. IMPERVIOUS= UTILITY 47.8 2,294 SQ.T. ACCESS R/W SOD 62,5116 SQ.T. Q OFF LOT ACALCULATIONS: PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 S. T. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK = 200 SQ.T. vim- = PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVEY) SOD = 120 SO_T_ TOTAL AREAS: LOTGRADINGTYPEAPROPOSED F.F. PER PLANS = 24.6' ID SIDE = 5,0.0' SE = PROPOSED INFORMATION SHOWN AREA = 5,240—SQ. Fr. BASED ON SUPPLIED PROPOSED GRADE PER CONSTRUCTION PLAN SIDE CORNER 10' PLAN DRIVEWAY =. 513 SQ.FT'. AND/ OR INSTRUCTIONS PER SIDEWALK =' 273 SO.FI'. CLIENT NOT FIELD VERIFIED SOD = 2,626 SQ.T, CR US'FXHE. EJ?-,S''COTT ASSOC, INC, - L.AN.0 S''UR VE YOR,S' LEGEND - LEGEND - 1' PLAT P.O.L POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TYR TYPICAL NOTES: , I. P. IRON PIPE PR,C. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I. R. C.M. IRON ROD CONCRETE MONUMENT P.C.G RA, POINT OF COMPOUND CURVATURE RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5d-17 FLORIDA ADMINISTPAMS CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET I.P. 1/2• I.R. w/qlB 4596 NA, NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RE V.P. WITNESS J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P, D.B. POINT OF BEGINNING POINTFLAIC. EDLN7 CALCULATEDOR EASEMENTS THAT AFFECT THIS PROPERTY. P:N POINT OF COMMENCEMENT PRN PERMANENT REFERENCE MDNUKENT 4. NO UNDERGROUND IUPROVV40M HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN, CENTERLINE FF. FINISHED FLOOR ELEVATION 5, THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUEO UPON BY ANY OTHER ENTRY. NGDNAILLDISKRIGHT- OF-WAY B.SL D.M. BUILDING SETBACK LINE BENCHMARK 5. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESM ESMT. EASEMENT H.B. BASE HEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (8.8.) DRAIN. DRAINAGE ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL. GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9. CERTIFICATE OF AU HOTdAAT10N No. 4595. CL. FC. WD,FC, CHAIN LINK FENCE WOOD FENCE C/ D PC. CONCRETE BLOCK POINT DF CURVATURE SCALE I-- I- - 20'----H DRAWN BY: A* P, T. DESC. POINT OF' TANGENCT DescRlPnaN CERTIFIL D BY. DATE 0 DER N0. .................... R LRADIUS ARCLENGTHPLOT PLAN 07-17-17 2817-17 D CDELTA CHORDCHORDBEARING NORTH THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN S_ - - IHE' ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" EYERR.L.S. f 4714 ZONEX= MAP N 12117C 0055 F. R.L.S 1 4801 m TAYLOR MORRISON HOMES THORNBROOKE HOUSE TYPE: MANCHESTER LOT 302 SECOND FLOOR BATH 3 A A V ub 1 JjG rn 21, l `S 3" WASTE LINE FROM 2N0 F10QR TERMINATING TO TH E 1ST FLOOR J" BATH 2 µ C 1 lD m ul I POWDER BATH I'Aw 11L x MASTER BATH 9 AA V 9 TAYLOR MORRIS( THORNBROOKE HOUSE TYPE: MA LOT 302 FIRST FLOOR a RECORD COPY 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 MANCHESTER 2138 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 1 LAUNDRY CIRCUIT AT tr 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 1 WATER HEATER 1 DISHWASHER 1 CLOTHES DRYER 1 DISPOSAL (113 HP) 6414VA 3000 1500 VA VAQ\- OING 12000 VA S FOd2D 4500 VA FEAR 1200 VA 5000 VA 246 VA VA VA SUBTOTAL OF GENERAL LOAD 33860 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23860 VA x . 4 9544 VA TOTAL NET GENERAL LOAD 19544 VA 3.5 TON HEAT PUMP #1 27.6 AMP X 240 VA = 6624 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 19544 VA NET TOTAL HEAT 11824 VA TOTALLOAD 31368 VA CALCULATED LOAD FOR SERVICE 31368 VA 1240 V= 130.70 AMP Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs ±rely on lumber values established by others. MiTek® REC0F DCOPY RE: TB0302 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0302 Model: Manchester A Tampa, FL 33610-4115 Lot/Block: 302 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014[TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 62 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T11675360 1 C01 — 1 7/25/17 118 IT11675377IF19 1 7/25/17 12 1 T11675361 1 CO2 1 7/25/17 119 1 T11675378 1 HR01 1 7/25/17 13 f T116753621 C04 f 7125/17 120 17116753791 HR02 1 7/25/17 1 14 1 T11675363 F01 1 7/25/17 121 T11675380 1 H1903 1 7/25/17 15 1 T11675364 I F02 1 7/25/17 122 1 T11675381 1 HR04 1 7/25/17 16 1 T11675365 1 F03 1 7/25/17 123 1 T11675382 1 HR05 1 7/25/17 17 1 T11675366 I F04 1 7/25/17 124 J T11675383 1 J01 1 7/25/17 18 1 T11675367 I F05 1 7/ 25/17 125 I T11675384 1 J02 1 7/25/17 19 I T11675368 I F06 1 7/25/17 126 I T11675385 1 J03 1 7/25/17 1 110 1 T11675369 I F07 1 7/25/17 127 I T11675386 1 J04 1 7/25/17 1 111 1 T11675370 1 F08 1 7/25/17 128 1 T11675387 1 J07 1 7/25/17 1 112 1 T11675371 1 F09 1 7/25/17 129 I T11675388 1 J08 1 7/25/17 113 1 T11675372 1 F10 1 7/25/17 130 I T11675389 1 J09 1 7/25/ 17 1 114 I T11675373 I F11 1 7/25/17 131 I T11675390 I J10 1 7/25/ 17 115 I T11675374 I F12 1 7/25/17 132 I T11675391 I J11 1 7/25/ 17 1 116 1 T11675375 1 F17 1 7/25/17 133 1 T11675392 1 J12 1 7/25/ 17 1 117 1 T11675376 I F18 1 7/25/17 134 I T11675393 1 J13 1 7/25/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/ TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/ TPI 1, Chapter 2. SANFORD h 11 _23g4 t,t GENS'• L i No 8 • STATE OF : 44/Z OR1. . i,1; O N A ` Walter P. Flnn PE No.22839 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2017 Finn, Walter 1 of 2 RE: TB0302 - Site Information: Customer Info: Taylor Morrison Project Name: TB0302 Model: Manchester A Lot/Block: 302 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 135 T11675394 J14 7/25/17 136 I T11675395 I J 15 1 7/25/17 1 137 I T11675396 I J 16 1 7/25/17 1 1 38 I T11675397 I J 17 1 7/25/17 1 139 I T11675398 I J18 1 7/25/17 1 140 T11675399 J J 19 1 7/25/17 141 1 T11675400 1 R01 1 7/25/17 1 142 1 T11675401 R02 1 7/25/17 143 1 T11675402 R03 1 7/25/17 144 1 T11675403 1 R04 1 7/25/17 145 1 T11675404 1 R05 1 7/25/17 146 T11675405 1 R07 1 7/25/17 1 147 T11675406 1 R09 1 7/25/17 1 148 1 T11675407 1 R 10 1 7/25/17 149 T116754081 R11 1 7/25/17 150 T11675409 1 R12 1 7/25/17 151 T11675410 1 R13 1 7/25/17 1 152 T11675411 1 R14 1 7/25/17 1 153 1 T11675412 1 R 15 1 7/25/17 1 154 1 T11675413 1 R16 1 7/25/17 1 155 1 T11675414 1 R17 1 7/25/17 1 156 1 T11675415 1 R20 1 7/25/17 157 1 T11675416 1 R21 1 7/25/17 1 158 1 T11675417 1 R22 1 7/25/17 1 159 1 T11675418 1 R23 1 7/25/17 160 1 T11675419 1 RF03 1 7/25/17 1 161 1 T11675420 1 V01 1 7/25/17 1 162 1 T11675421 1 V02 1 7/25/17 2of2 Job Truss Truss Type r ` Qty Ply T11675360 TS0302 c01 GABLE 1 1 Job Reference (optional) tsmiaers rvsrsource, Tampa, cram uny, rionaa asbbb ON8 r v s rrpr ra ev I mn uK muwmus, 111u. i ue l co --ov --aeu a rdye , I D: pv 1 GOtZR PskYMi UZTv PtijzmbHK-j Fulo 1 b W AJ oTNf 10Bf iipgC9YwL6rhGMhs2U 5xyua8J ON- 8 Scale = 1:24.9 1- 4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-8 9-4-0 10-8-0 12-0-0 13-4-0 14-8-12 1- 4-8 1-3-8 1-4-0 1-4-0 1-4-0 1-4-12 Plate Offsets (X Y)-- j6 0-1-8 Edge) j18 0-1-8 Edgej LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 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 purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-8-12. lb) - Max Grav All reactions 250 Ib 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- ( 9) 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) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual txsliding 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 Wckting of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slaNiity 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 city Ply T11675361 T60302 CO2 Floor Truss 1 1 Job Reference (optional) munaers rrrsraource, i ampa, ram any, rums o0000 OHS 18 17 I D:pv 1 GOtZRPskYMiUZTvPtijzmbH K-BSS7?NbgxdwK_pcDIMDxLMkKMKhLa8YW wW n 1 dNyua81 Scale = 1:17.0 1 2 3 4 5 6 7 16 15 14 13 12 11 10 9 0ro LOADING (^ f) t- SPAY:NG- 2-0-0 CY€, I OEFL. in (ion; t'd9fi %d PLATE = :?:D TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 45 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-4 lb) - Max Grav All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (Ib) - 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 - Verily 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 MiTekOO connectors. This design is based only upon parametersshown. and is for an individual building component, not Y a truss system. Before use, The building designer must verify The applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trlsses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 russ Type City Ply T11675362FTB.302 C04 110-1 Truss 1 1 Job Reference (optional) rsumers rrrsraource, i ampa, ram any, r unua o.oo 0" 20 19 ID:pvl GOtZRPskYMiUZTvPtijzmbHK-BSS7?Nb9xdwK_pcDIMDxLMkKKKhLa8XWwW nt dNyua8l Scale = 1:18.6 1 2 3 4 5 6 7 8 18 17 16 15 14 13 12 ti 0 T LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 50lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-11-4. Ib) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 FORCES. (Ib) - 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 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. 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 MII-7473 rev. IOIV312015 BEFORE USE. Design valid for use only with Miiek(D connectors. This design is based only upon parameters shown. and is for an individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallAdditionaltemporaryandpermanentbracing MiTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. 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/TPI i Quality Criteria, DSB-89 and BCSI Building Component EasteEast Blvd. Tampa, 6904 Parke Safety Information available from Truss Plate Insiilute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11676363 TB0302 iL F01 Floor Truss 1 1 Job Reference o tional 0-1-8 Fit 260 130 1.5x3 11 1.5x3 = 1.5x3 = 1 2 16 15 I D:pv 1 GOtZRPskYMi UZTv PtijzmbH K-fe? W Djcniw2BczAPJ3kAuaHQjjtKJ W Nf8AXb9pyua8H 1-5-12 2-6-0 018r ca'le = 1:25.4 1.5x3 11 1.5x3 3 4 5 7 3x6 17 1 14-8-12 Plate Offsets (X Y) j11:0 1-8 Edgej (12:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.09 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.13 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 81 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=787/0-3-8, 14=793/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb)'or less except when shown. TOP CHORD 2-3=-1430/0, 3-4=-1837/0, 4-5=-1837/0, 5-6=-1837/0, 6-7=-1445/0 BOT CHORD 13-14=0/1122, 12-13=0/1706, 11-12=0/1837, 10-11=0/1716, 9-10=0/1142 WEBS 2-14=-1309/0, 7-9=-1320/0, 7-10=0/481, 6-10=-429/0, 6-11=-47/385, 2-13=0/489, 3-13=-439/0, 3-12=-37/394 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 - Vedl y design Parameters and READ NOTES ON MISAND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Nil" DesignvalidforuseonlywithMITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' is always required for stability and 10 prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675364 TBO302 F02 Floor Truss 1 1 Job Reference (optional) uumers rustsource. i ampa, want city, rionaa 3; 566 7.640 s Apr i9 201 c WT., muusines, i— T.. uui 25 09.4932ge i I D:pv 1 GOtZR PskYMiUZTvPtijzmb HK-f e? W Djcniw2BczA PJ3kAuaH HojoEJTXf8AXb9pyua8H 0-1-8 1I 2-6-0 1 12-s-o rH IiScalU1:25.4 1. 5x3 11 1. 5x3 = 1.5x3 11 1. 50 = 4x6 = 3x6 = 1.50 11 1.5x3 11 3x4 = 4x6 = 1.5x3 = 1 2 3 4 5 6 18 7 8 17 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 5x8 = Plate Offsets (X Y)-- j9:0-5-0 Edgej j11:0-1-8 Edgej f12:0-1-8 Edgej LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.19 10-11 >905 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) 0.28 10-11 >613 240 BCLL 0.0 Rep Stress Incr NO W B 0.56 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 81 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc puffins, BOT CHORD 2x4 SP No. 1(flat) except end verticals. WEBS 2x4 SP No.3(f€at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 9=1893/0-3-8, 14=938/0-7-4 FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1298/0, 3-4=-2520/0, 4-5=-2520/0, 5-6=-2520/0, 6-18=-2063/0, 7-18=-2063/0 BOT CHORD 13-14=0/757, 12-13=0/1825, 11-12=0/2520, 10-11=0/2539, 9-10=0/1542 WEBS 2-14=-1168/0, 2-13=0/859, 3-13=-837/0, 7-9=-2307/0, 7-10=0/827, 6-10=-756/0, 6-11=-323/434, 3-12=0/937, 4- 12=-323/0 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-14=-10, 1-18=-100, 8-18=-490(F=-390) 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 MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Individual truss chord members only. Additional temporary and permanent bracing MiTek buildingdesign. Bracing Indicated Is to prevent buckling of web and/or Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job pe ty PN T11675365 T80302 F03 Floors 1 1 Job Reference o tional buuoers rirsi,,ource, i ampa, rrani ny, rwnua °o°°° 0-1-8 H 3x4 = 2 I D:pv 1 GOtZR PskYM i UZTvPtijzmbHK-8gZuQ3dPT EA1 E71bsnGPQngXm7E72_LoNgGBhFyua8G 1-8-12 1-3-0 01 8 r— — Scale'= 1:19.3 1.5x3 II 1.5x3 1.5x3 11 3x4 = 1.5x3 = 3 4 5 6 I 0 LEI'p• 3x4 - 3x4 = 3x4 = 3x6 = 13 11-2-12 11-2-12 Plate Offsets (X,Y) f8:0 1 8 Edgej (9 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.13 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) -0.27 9-10 >493 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 , n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 60 lb FT = 20 % F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=594/0-3-8, 10=600/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1050/0, 3-4=-1050/0, 4-5=-1050/0 BOT CHORD 9-10=0/794, 8-9=0/1050, 7-8=0/811 WEBS 2-10=-926/0, 2-9=0/385, 5-7= 936/0, 5-8=0/476, 4-8=-279/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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 MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with Milek(S) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not nilatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the e East Blvd. fabricailon, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component Tam6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Pa Job Truss Truss Type Qty Ply T11675366 TBO302 F04 Floor Truss 1 1 Job Reference (optional) _ buuaers rirsr urce, i ampa, many miry, r rrua a o 1 1.5x3 1 rrp in cu io rvi iuni uusu ea, u. ue uu ua.va..cuir raye i I D:pv 1 GOtZR Ps kYMiUZTvPtijzmbHK-8gZuQ3dPT EA1 E71bsnG PQngfK71 C2?GoN gG8hFyua8G 2 3x4 = 3 1.5x3 11 Scale = 1:10.0 3x4 = 3x4 = 3-6-8 3-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight: 20 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except BOT CHORD 2x4 SP N0.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=597/0-4-0, 4=597/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=0/677 WEBS 2-5=-849/0, 2-4=-849/0 NOTES- (4) 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) "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: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 2=-818 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. qpV Design valid for use only with MITek(D connectors. This design is based only upon paramelers shown, and is for an Individual building component not f a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUTPI 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 Qly Ply T11675367 T80302 F05 Floor Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H 1 2-6-0 1-3-0 1.5x3 II 1.5x3 = 1.5x3 = 16 15 T640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:33 2017 Page 1 1 D:pv 1 GOtZRPskYMiUZTvPtijzmbHK-8gZuQ3dPTEA1 E71bsnGPQngY87Bc2yJoNgGBhFyua8G 2-1-12 1.5x3 11 1.5x3 II 2-6-0 01 ((8 ca'I = 1:26.6 1.5x3 1.5x3 = 3x6 = 17 15-4-12 Plate Offsets (X,Y)-- j11:0-1-8,Edgej,fl2:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.14 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.19 10-11 >961 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=823/0-3-8, 14=830/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1519/0, 3-4=-2001/0, 4-5=-2001/0, 5-6=-2001/0, 6-7=-1536/0 BOT CHORD 13-14=0/1183, 12-13=0/1825, 11-12=0/2001, 10-11=0/1835, 9-10=0/1205 WEBS 2-14=-1380/0, 7-9=-1392/0, 7-10=0/526, 6-10=-475/0, 6-11=-2/476, 5-11=-277/0, 2-13=0/534, 3-13=-485/0, 3-12=0/488, 4-12=-282/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 Old (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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 70/0 MIS BEFORE USE. Deslgn valid for use only with MiTek® connectors. lhls design is based only upon parameters shown, and is for an individual building component, not - V a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall N building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/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 T11675368 TBO302 F06 Floor Truss 1 1 733810009 Job Reference (optional) rsumers rasrsource, lamps, warn .ny, rionaa as000 0-1-8 H f 2-6-0 i 1-3-0 2 18 17 I D:pv 1 GOtZRPskYMi UZTv PtijzmbHK-c 17GePe 1 DYI urH KnQU nez?MjXXX6nPiyc UOhEiyua8F 2-0-12 1.5x3 Il 1.5z3 II 3 4 5 0-4-0 Scale = '1:26.6 6x8 = 6 7 8 9 4x6 = 0ocbN 13-9-12 1 15-0-12 15-4-12 13-9-12 1-3-0 6-4-0 Plate Offsets (X Y)-- j13 0-1-8 Edgej (14:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.13 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) 0.17 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 84 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=818/0-7-4, 9=818/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1492/0, 3-4=-1948/0, 4-5=-1948/0, 5-6=-1948/0, 6-7=-1467/0, 7-8=-571/0, 8-9=-575/0 BOT CHORD 15-16=0/1164, 14-15=0/1787, 13-14=0/1948, 12-13=0/1778, 11-12=0/1137 WEBS 2-16=-1358/0, 2-15=0/520, 3-15=-469/0, 3-14=-4/462, 4-14=-268/0, 9-11=0/904, 7-11=-880/0, 7-12=0/523, 6-12=-494/0, 6-13=0/477, 5-13=-270/0 NOTES- (7-10) 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. WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not MRatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall truss members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated Is to prevent buckling of individual web and/or chord Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Truss Truss Type aty, Ply T11675369 TBO302 F07 Floor Truss 1 t Job Reference (optional) tsumers r-vsisource, i ampa, riani arty, tronaa ss000 r.oVo ac iorvn enu auau es,. ID:pv1GOtZRPskYM'j2T tijzmbHK-c17GePe1DYIurHKnQUnez?MhIXUTnK?ycUOhEiyua8F 0-1-8 H 2-6-0 1-3-0 2-6-0 ii 2 1 2-6-0 1.5x3 1.5x3 = 1.5x3 = 4x6 = 3x6 FP = 3x8 = 1.5x3 11 1.5x3 11 3x4 = 1 2 3 4 5 6 7 20 19 17 16 15 3x6 = 4x6 = 3x6 = 3x4 = 18-11-4 Scale = 1:32.9 3x8 = 5x6 = 1.5x3 11 8 9 10 14 13 12 3x8 MT20HS FP = 4x6 = 3x4 = 1.5x3 SP = 5x6 = 0 of Plate Offsets (XY)-- 11:Edge 0-1-8j f15:0-1-8 Edqej f16:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(ILL) 0.38 14-15 589 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) 0.57 14-15 396 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.75 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 98 lb FT = 20! F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) *Except* TOP CHORD 1-3: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 31(flat) *Except* BOT CHORD 11-13: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. lb/size) 11=1503/0-4-0, 18=1150/0-7-4 FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2294/0, 3-4=-2294/0, 4-5=-3772/0, 5-6=-3772/0, 6-7=-3772/0, 7-8=-3545/0, 8-9=-2235/0 BOT CHORD 17-18=0/1706, 16-17=0/2876, 15-16=0/3772, 14-15=0/3801, 13-14=0/3225, 12-13=0/3225, 11-12=0/1238 WEBS 2-18=-1991/0, 2-17=0/935, 4-17=-924/0, 4-16=0/1226, 5-16=-413/0, 9-11 191 0/0, 9-12=0/1584, 8-12=-1572/0, 8-14=0/507, 7-14=-407/0, 7-15=-394/529 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) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 13 = 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 3-10d (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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 597 lb down at 15-3-0 on top 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18= 10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-597(F) 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 MiTekd connectors. this design is based only upon parameters shown, and is for an indiAdual building component. not -- a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675370 TBO302 FOB Floor Truss 1 t Job Reference (optional) eurwers rrrsi5 urce, Tampa, rram any, rionua as000 0-1-8 H 2-s-o 1-3 0 z 1-11-8 -I ID:pv1GOtZRPskYMiUZTvPtijzmbHK-4Dherlff rOITRv_CltWCvr5xtgWpT5g81Fm8yua8E 2-6-0 ii 2-6-0 2-6-0 i1 1-9-8 2-6-0 -1-8 i ' tale = 1:52.0 1.5x3 1.5x3 1.5x3 = 4x6 = 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3 11 3x6 FP = 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 3115 28 27 26 25 24 23 22 21 20 3x6 FP = 4x6 = 18-9-4 1-8,Edgel, j24:0-1 19 18 17 16 3x6 = 30 to 29 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in lot) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.21 24-25 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.31 24-25 >709 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.05 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20! F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No-1(flat) `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 1-8: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. 1(flat) *Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 16-21: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=404/0-7-4, 19=1934/0-4-0, 26=907/0-7-4 Max Grav 1 6=493(LC 7), 19=1934(LC 1), 26=936(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1793/0, 3-4=-2567/0, 4-5=-2567/0, 5-6=-2567/0, 6-7=-2053/0, 7-8=-1174/0, 8-9=-1174/0, 9-10=0/1438, 10-1 1=0/1438,11-12=-738/202, 12-13= 738/202, 13-14=-738/202 BOT CHORD 25-26=0/1358, 24-25=0/2188, 23-24=0/2567, 22-23=0/2377, 21-22=0/1719, 20-21=0/1719, 19-20= 184/600, 18-19=-639/274, 17-18=-202/738, 16-17=-54/630 WEBS 10-19=-279/0, 2-26=-1585/0, 2-25=0/690, 3-25=-627/0, 3-24=0/519, 9-19=-1913/0, 9-20=0/961, 7-20= 918/0, 7-22=0/574, 6-22=-571/0, 6-23=0/607, 5-23=-314/0, 11-19=-1243/0, 11-18=0/829, 12-18=-350/0, 14-16=-735/63 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 MII-7473 rev. 10ID312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tnlSSe.S and taus 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 T11675371 TBO302 F09 Floor Truss 1 1 Job Reference (optional) B.iid s rnsr&-, T a ,pa, pi-i ury, riuiiuu 33566 i.640 5 Ape 19 2016 mi i k u uusuiea, !-. Tun uui 25 09.49a6 2017 ruye 1 ID:pvl GOtZRPskYMiUZTvPtijzmbHK-YPF035fH19Yc5bUAYvp62QS_JLCvFGZF3oVolayua8D 0-1-8 2-6-0 1-3-0 2-6-0 ii 2-3-1 2-6-0 2-6-0 2-6-0 1-5-15 2-1-8 H' t ' y''cale = 1:52.0 1.5x3 1.5x3 I 1.5x3 - 4x6 = 1.5x3 = 1.5x3 = 1.5x3 II 1.5x3 3x6 FP= 1.5x3 1.5x3 II 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 3115 28 27 26 25 24 23 22 21 20 3x6 FP = 4x6 = 19-0-13 19 18 17 16 3x6 = 30 0 29 Plate Offsets (X Y)-- 117:0-1-8 Edgef 118:0-1-8 Edgej 123:0-1-8,Edge 1, 124:0-1-8,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 0.90 Vert(LL) 0.24 24-25 925 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.36 24-25 635 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0,05 19 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. f (ffat) 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 16-21: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=368/0-7-4, 19=1960/0-5-11, 26=917/0-7-4 Max Uplift16=-19(LC 3) Max Grav 16=481(LC 7), 19=1960(LC 1), 26=941(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1806/0, 3-4=-2586/0, 4-5=-2586/0, 5-6=-2586/0, 6-7=-2008/0, 7-8= 1086/0, 8-9=-1086/0, 9-10=0/1543, 10-11 =0/1 543,11-12=-694/272, 12-13=-694/272, 13-14=-694/272 BOT CHORD 25-26=0/1367, 24-25=0/2204, 23-24=0/2586, 22-23=0/2356, 21-22=0/1654, 20-21 =0/1 654, 19-20=-168/489, 18-19=-740/261, 17-18=-272/694, 16-17=-100/602 WEBS 10-19=-278/0, 2-26=-1595/0, 2-25=0/697, 3-25=-631/0, 3-24=0/528, 9-19= 1951/0, 9-20=0/986, 7-20=-942/0, 7-22=0/597, 6-22=-598/0, 6-23=0/641, 5-23=-340/0, 11-19=-1271/0, 11-18=0/854, 12-18= 358/0, 14-16=-703/116, 14-17= 267/142 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 19 lb uplift at joint 16. 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 - 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 building component, not Nil' 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, se.eANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tama, FL 33610 Job Truss Truss Type Oty Pty T71675372 TB0302 F 10 Floor Truss 1 1 Job Reference (optional) 0-1-8 Al 2-6-0 01 1.5x3 11 1.5x3 = 1.5x3 = 46 = 11 1 2 3 29 28 27 26 25 3x6 = 46 = I D:pv 1 GOtZR PskYMi UZTvPtijzmbH K-OcpPGR gv W TgTik3M5dKLbd_9bkYR_i?OISELq 1 yuaBC 1-~9-1 ,i 2-6-0 2-6-0 2-6-0 1-11-15 2-6-0 -t-8 tale = 1:52.0 1.5x3 1.5x3 = 1.5x3 II 1.5x3 I 3x6 FP= 46 = 1.5x3 1.5x3 11 1.5x3 = 4 5 6 7 8 9 10 11 12 13 14 3215 24 23 22 21 20 19 18 17 16 3x6 FP = 4x6 = 3x8 = 1.5x3 11 21-0-13 8-9-11 Plate Offsets (XY)-- f12:0-1-8 Edge], j17:0-1-8 Edgej j23:0-1-8 Edge], f24:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.27 22-23 >930 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) 0.42 22-23 >590 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.08 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 155 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.1(flat) `Except' BOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing, Except: 16-21: 2x4 SP No.2(flat) 6-0-0 oc bracing: 18-19,17-18,16-17. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=306/0-7-4, 19=1860/0-5-11, 27=1079/0-7-4 Max Upliftl6=-48(LC 3) Max Grav16=407(LC 4), 19=1860(LC 1), 27=1091(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2171/0, 3-4=-3019/0, 4-5= 3498/0, 5-6=-3498/0, 6-7=-3498/0, 7-8= 2728/0, 8-9=-2728/0, 9-1 0=-1 680/0, 10-11=0/1103, 11-12=0/1103, 12-13=-520/397, 13-14=-520/397 BOT CHORD 26-27=0/1613, 25-26=0/2697, 24-25=0/3330, 23-24=0/3498, 22-23=0/3128, 21-22=0/2299, 20-21=0/2299, 19-20=0/1031, 18-19=-397/520, 17-18=-397/520, 16-17=-155/516 WEBS 10-19=-2127/0, 10-20=0/1069, 9-20=-1024/0, 9-22=0/710, 7-22=-669/0, 7-23=01702, 2-27=-1883/0, 2-26=0/885, 3-26=-835/0, 3-25=0/511, 4-25=-494/0, 4-24=-132/555, 5-24=-283/16, 14-16=-603/180, 12-19=-1174/0, 14-17=-373/6 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 48 Ib uplift at joint 16. 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 -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 Mi lekO 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 bulldinq 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 slabiltty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatxication, storage, delivery, erection and Nacing of musses and truss systems, seeANSI/TPI I 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, Mexandrlo. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T71675373 TBO302 Fit Floor Trussoo 1 1 Job Reference (optional) rsumers rirsiwurce, i ampa, riam a ry, rioriaa asbbb 0-1-8 Hi 260 1 130 2-6-0 1-6-0-i 1H o4 3x4 = 4x6 = 3x4 = 3x4 = 3x6 FP = 3x4 = 1 2 3 4 5 6 7 8 9 22 Pr i r 9c ID:pv 1 GOtZRPskYMiUZTvPtijzmbH K-UoNnTmhYH moKKueZfKra7rXLU8r7j8cYX6_vNTyua8B 28 27 26 25 24 23 22 21 3x6 = 4x6 = 3x4 = 3x4 = 3x4 = 3x12 MT20HS FP = 3x4 = 46 = 2-6-0 i 2-5-15 ii 2-6-o Q-1-8 r Sc al= 1:50.6 4x6 = 4x6 = 3x4 = 3x4 10 11 12 13 14 3315 32 0 31 20 19 18 17 16 4x6 = 3x8 = 3x4 = Plate Offsets (X Y)-- j13:0-1-8 Edge], j14:0-1-8 Edgej (24:0-1-8 Edgej j25:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Ven(LL) -0.36 24 >759 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.56 24 >489 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.12 16 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 157lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc pUrlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=260/0-7-4, 19=1756/0-5-11, 28=1228/0-7-4 Max Upliftl6=-47(LC 3) Max Grav 16=345(LC 4), 19=1772(LC 9), 28=1232(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2514/0, 3-4=-3603/0, 4-5=-4456/0, 5-6=-4456/0, 6-7=-4456/0, 7-8=-4153/0, 8-9=-4153/0, 9-10= 3421/0, 10-11=-2250/0, 11-12=-62/623, 12-13=-62/623, 13-14= 392/262 BOT CHORD 27-28=0/1846, 26-27=0/3155, 25-26=0/4026, 24-25=0/4456, 23-24=0/4392, 22-23=0/3892, 21-22=0/3892, 20-21=0/2933, 19-20=0/1535, 18-19=-262/392, 17-18=-262/392, 16-17=-262/392 WEBS 11 -1 9=-2269/0,11-20=0/1156, 10-20= 1107/0, 10-21=0/795, 9-21=-768/0, 2-28=-2154/0, 2-27=0/1061, 3-27=-1017/0, 3-26=01711, 4-26= 672/0, 4-25=0/795, 5-25=-272/0, 14-16=-455/303, 13-19=-810/0, 9-23=0/433, 7-23=-441/0, 6-24=-300/132, 7-24=-299/527 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 16. 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 101OW015 BEFORE USE. _ Design valid for use only with MitekO connectors. Ibis design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ®® building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11675374 TBO302 F12 Floor Truss 1 t Job Reference (optional) r-'s-.1-u amp., Warn"''...... 00000 0-1-8 H 1 260 130 1 22 21 1.5x3 II 1.5x3 II 2 3 4 pi raye tjjz bHK-UoNnTmhYHmoKKueZfKra7rXNy8wrjDBYX6_vNTyuaBB 22 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 5 6 7 8 9 10 20 19 18 17 16 15 14 13 3x6 = 3x6 FP— Scale = 1:41.3 1.5x3 11 23 12 0 10-10-11 23-8-12 10-10-11 12-10-1 Plate Offsets (XY)-- [14:0-1-8 Edge], [15:0-1-8,Edgej, f18:0-1-8,Edgej, [19:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.17 13-14 >880 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.32 13-14 >482 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 119lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling direct€y applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=645/0-6-9, 17=1419/0-5-11, 20=519/0-7-4 Max Grav13=672(LC 7), 17=1419(LC 1), 20=580(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-981/0, 3-4=-981/0, 4-5=-981/0, 5-6=0/726, 6-7=0/726, 7-8=0/726, 8-9=-1315/0, 9-10=-1315/0, 10-11=-1315/0 BOT CHORD 19-20=0/765, 18-19=0/981, 17-18=-19/725, 16-17=-5/759, 15-16=-5/759, 14-15=0/1315, 13-14=0/911 WEBS 7-17=-268/0, 2-20=-892/0, 5-17=-1051/0, 5-18=0/562, 4-18=-251/0, 2-19=0/334, 8-17=-1179/0, 8-15=0/752, 9-15=-327/0, 11-13=-1063/0, 11-14=0/471 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." 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 building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stablilly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Ptate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 2231& Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675375 T80302 F17 Floor Truss 1 1 Job Reference (optional) DUll0er5 NTS-OUTCe, 1 ampa, r..Or "'Y' no -oo 10 9 ID:pv1GOtZRPskYMiUZTvPtijzmbHK-y_w9h6iA24wBy2DlD1M1 g 4NYLvSjghlmjSvvyua8A 1-4-8 3x4 = 2 3 3x4 = Scale = 1:13.4 1.5x3 4 1.5x3 = I 1.5x3 = A•° 7 6 1.5x3 1.5x3 II 3x4 = 3x4 = 0ro Plate Offsets (X Y)-- j2:0-1-8 Edgel f3 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 0.46 Vert(LL) 0.04 5-6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) 0.04 5-6 999 240 BCLL 0.0 Rep Stresslncr YES WB 0.14 HOrz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 39 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=371/0-7-4, 5=371/0-9-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/0 BOT CHORD 7-8=0/423, 6-7=0/423, 5-6=0/423 WEBS 2-8=-491/0, 3-5=-491/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not -- - - a truss system. Before use. the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, 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 city Ply T11675376 T60302 F18 Floor Truss 1 1 Job Reference (optional) owmeia ruarowi e, au.P., riam way, Fmiva 33566 r.ovu a npi ra 2016 Mi T ek mui uunros, h— ue ow a 25 ua.yaa 2017 raye i I D: pv 1 GOtZRPskYMi UZTvPtijzm bH K-y_w9h6iA24wBy2DID 1 Mpg24aOY1 SSidhlmjSvvyua8A 0-1- 8 260 219 130 Scale = 1: 17.0 M 10 1. 5x3 3x4 = 1.5x3 3x4 = 1.5x3 11 1 2 3 4 5 1.5x3 = 1.5x3 — i I 6° o° 8 7 3x4 = II 3x4 = 3x4 = 901 9- 0- 1 Plate Offsets ( X,Y)-- j2:0-1-8,Edgej, j7:0-1-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.10 6-7 >999 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.16 6-7 >673 240 BCLL 0. 0 Rep Stress Incr YES W B 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5. 0 Code FBC2014/TP12007 Matrix) Weight: 48 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(f€at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 9=482/0-7-4, 6=482/0-9-9 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-654/0, 3-4=-654/0 BOT CHORD 8-9=0/654, 7-8=0/654, 6-7=0/592 WEBS 2- 9=-759/0, 4-6=-691/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev. 1010312015 BEFORE USE. qp Design valid for use only wltii MiTekO connectors. This design Is based only upon parameters shown. and is for an individual building component, not p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stabilify and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11675377 TB0302 F19 Floor Truss 1 1 Job Reference (optional) Bunders Firsrsource, Tampa, Piam cny, Fionda 33566 7.640 s Apr ra 20 i o rvn i me muusrnes, ow. Te jul 25 09.49A0 20.7 rays I D: pv 1 GOtZR PskYM i UZTvPtilzmbH K-RB UXuSiopO22ZCoxnlu2 DGcpYygCB9jq_QTORLyua89 0- 1-8 H 2- 6-0 1-3-0 1 1 1- 9-12 11-3-0 Scale = 1:18.6 1. 5x3 3x4 = 1.5x3 11 1.5x3 3x4 = - 1.5x3 1 2 3 4 5 6 12 m I 1. 5x3 = 1 Sx3 I b• EO 6° 9 o n 3x4 = 8 G 4' o° a. 3x4 = 3x4 = Plate Offsets (X Y)-- 8:0-1-8 Edgej [9:0-1-8 Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) -0.09 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 53lb FT=20%F,11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 10=533/0-7-4, 7=533/0-8-0 FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-821/0, 3-4=-821/0, 4-5=-821/0 BOT CHORD 9-10=0/681, 8-9=0/821, 7-8=0/681 WEBS 2-10=-794/0, 5-7=-794/0, 5-8=0/333, 2-9=0/333 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@) connectors. This design is based only upon parameters shown, and is for an individual building component, not _ - - - V a truss system. Before use, the building designer must verify The applicability of design paramelers and properly incorporate this design into The overall ®®® building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek` is always required for stability and to rxevent collapse with possible pwsonal 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 trom Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T71676378 TB0302 HR01 Oty Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 Z640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49,40 2017 Page 1 I D:pv 1 GOtZRPskYM i UZTvPtijzmbHK-RBUXuSiopO22ZCoxnlu2 DGclyyZsBANq_QTOR Lyua89 1-5-0 7-1-5 9-9-5 1-5-0 7-1-5 - 2-8-0 Scale = 1:21.0 2x4 11 3x6 = 3x6 - LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr NO Code FBC2014ITP12007 CSI. TC 0.60 BC 0.82 WB 0.19 Matrix-M) DEFL. in Vert(LL) -0.15 Vert(TL) -0.49 Horz(TL) 0.01 loc) I/deft Ud 5-8 >771 240 5-8 >238 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 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) 2=491/0-10-15, 5=667/Mechanical Max Horz 2=137(LC 4) Max Uplift2= 148(LC 4), 5=-204(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-750/212 BOT CHORD 2-5=-293/702 WEBS 3-5=-766/361 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. il; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 148 lb uplift at joint 2 and 204 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.2E Uniform Loads (pit) Vert: 1-2=-70 Trapezoidal Loads (pit) Vert: 2=0(F=35, 13=35)-to-4=-171(F=-51, B= 51), 6=0(F=10, B=10)-to-5=-49(F= 14, B=-14) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1&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 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 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 darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply T11675379lbT60302HR02DiagonalHipGirder1 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-5-0 6-2-11 1-5-D 6-2-11 7.640 s Apr 19 2016 MI I eK Industries, Inc. I ue Jul 25 09:49:41 ZUl I rage 1 I D:pv 1 GOtZR Ps kY Mi UZTv PtijzmbH K-vN2v6ojOahAvBM N8KS PH IT9wrMuawc8_D3 DZ_oyua88 2x4 11 3x6 = J V LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 15.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 Rep Stress Incr NO W B 0.22 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.17 5-8 >697 240 MT20 244/190 Vert(TL) -0.51 5-8 >226 180 Horz(TL) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=482/0-10-15, 5=676/Mechanical Max Horz 2=207(LC 4) Max Uplift2=-116(LC 4), 5=-242(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-625/135 BOT CHORD 2-5= 275/562 WEBS 3-5=-614/327 Scale = 1:23.1 Weight: 43 lb FT = 20 Structural wood sheathing directly applied or 5-2-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2 and 242 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70 Trapezoidal Loads (plf) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milekt9 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ANIAMatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Individual truss chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent buckling of web and/or is always required for slability, and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI I Quality Criterio, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply T11675380 T80302 HR03 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-5-0 2x4 = 7.640 s Apr 19 2016 MITek Industries, Inc. Tue Jul 25 09:49:41 2017 Page 1 ID:pv 1 GOtZRPskYMi UZTvPtijzmbHK-vN2v6ojQahAvB MN 8KSPHIT9OcM4 P Wf W _D3DZ_oyua88 3-5-10 3-5-10 Scale = 1:10.8 3-5-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 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 NO W B 0.00 Horz(TL) 0.00 3 n/a rUa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=37/Mechanical, 2=189/0-5-5, 4=18/Mechanical Max Horz 2=64(LC 6) Max Uplift3=-34(LC 6), 2=-112(LC 4) Max Grav3=37(LC 1), 2=189(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING= TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 112 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70 Trapezoidal Loads (plf) Vert: 2=-4(F=33, B=33)-to-3=-61(F=5, B=5), 2=-O(F=10, B=10)-to-4=-17(F=1, 13=1) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Mill' Design valid for use only with Mi1eW connectors. This design is based only upon parornelers shown, and Is for an Individual building component, not a truss system. Before use, the building designer roust 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 temparary and permanent bracing MiTek' is always required for stability and to preveni collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T11675381 TBO302 HR04 Diagonal Hip Girder 1 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mifek Industries, Inc. I ue Jul 25 09:49:41 201 7 Page 1 ID:pv 1 GOtZR PskYMiUZTvPtijzmbHK-vN2v6ojOahAvBMN8KS PHIT9_BM 1 zwf W _D3DZ_oyua88 1-5-0 5-6-6 1-5-0 5-6-6 . Scale = 1:15.7 2x4 11 2x4 = 2x4 I I 5-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.04 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.09 2-4 >712 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=200/Mechanical, 2=246/0-5-5 Max Horz 2=83(LC 4) Max Uplift4=-63(LC 8), 2=-111(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 4 and 111 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70 Trapezoidal Loads (plf) Vert: 2=-4(F=33, B=33)-to-3=-97(F=-13, B=-13), 2=-O(F=10, B=10)-to-4= 28(F=-4, B=-4) WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/0"015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, se.eANSI/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 city Ply T11675382 T60302 HR05 Diagonal Hip 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 09:49:42 2017 Page 1 I D:pv 1 GOtZRPskYMiUZTvPtijzmbH K-NZcIJ8k2L? I mp W xKuAwW I hi4blEpf3P7Rjy6 W Equa87 1-5-0 6-2-11 9-9-5 1-5-0 6-2-11 3-6-10 Scale = 1:23.1 2x4 M Q JFO — 3x6 = 9-9-5 9-9-5 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.51 5-8 >226 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins, 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) 2=482/0-10-15, 5=676/Mechanical Max Horz 2=207(LC 4) Max Uplift2=-116(LC 4), 5=-242(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-625/135 BOT CHORD 2-5=-275/562 WEBS 3-5=-614/327 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2 and 242 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4= 171(F=-51, B=-51), 6=0(F=10, B=10)-to-5= 49(F= 14, B=-14) A WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. allDesignvalidforuseonlywithM110connectors. ]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 parameters and properly incorporate this design into the overall pp ppbuildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 - Job Truss Truss Type ty Ply T11675383 T60302 J01 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:42 2017 Page 1 I D:pv 1 GOtZRPs kYMiUZTvPtijzmbHK-NZclJ8k2L? I mp WxKuAwW I hiDOIRef6m 7 Rjy6 W Equa87 1-0-0 0-10-15 1-0-0 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 TCDL 15.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (fbfsfze) 1=33IMeehanfcaf, 3=23IMechanicaf, 2=110I0-8-0 Max Horz2=25(LC 8) Max Upliftl=-11(LC 8), 3=-10(LC 8), 2=-20(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.7 2x4 = 0-10-15 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 4 >999 180 Horz(TL) -0.00 1 n/a n/a Weight: 4 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 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. 11; Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 1, 10 lb uplift at joint 3 and 20 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. IOIV312015 BEFORE USE. y Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and is for an individual building component, not lei' a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/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 Type i Qty Ply T11675384 T60302 TJ.2 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:43 2017 Page 1 ID:pv1GOtZRPskYMiUZTvPtijzmbHK-rIAgXUlg6JQdQfW WStRIquEM09mDOZ?HgNig2gyua86 1-0-0 2-10-15 r 1-0-0 2-10-15 Scale = 1:9.4 2x4 = 2-10-15 2-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz 2=59(LC 8) Max Uplif13=-40(LC 12), 2=-111(LC 8) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=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 2-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3 and 111 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTekG connectors. This design is based only upon parameters shown. and is for an individual building component- not liatrusssystem. Before use, the building designer must vetffy 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 pieperty, darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type PlyQty T11675385 TB0302 J03 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 T640 s Apr 19 2016 MiTek Industries, Inc. Tus Jul 25 09:49:43 2017 Page 1 ID:pv1GOtZRPskYMiUZTvPtijzmbHK-rlAgXUlg6JQdQfW WStRIquE169kQOZ?HgNig2gyua86 1-0-0 4-10-15 4-10-15 2x4 — LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 15.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lfP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ((b/size) 3=144/Mechanical, 2=310/0-8-0, 4=45/Mechanical Max Horz 2=87(LC 8) Max Uplift3=-82(LC 12), 2=-121(LC 8) Max Grav3=144(LC 1), 2=31O(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:12.7 4-10-15 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.02 2-4 >999 240 MT20 244/190 Vert(TL) -0.06 2-4 >869 180 Horz(TL) -0.00 3 n/a n/a Weight: 17 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 or, 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. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 121 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not Notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erec lion and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675386 TB0302 J04 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:43 2017 Page f ID:pvl GOtZRPskYMiUZTvPtijzmbHK-rIAgXUlg6JQdQfW WStRIquEDlgfeOZ?HgNig2gyua86 1-0-0 7-0-0 1_0-0 7-0-0 Scale: 3/4"=1' 3x4 = Plate Offsets (XY)-- f2:0-1-10 Edgel 7-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 2-4 >837 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.27 2-4 >295 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014f P12007 Matrix) Weight: 23 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz 2=116(LC 8) Max Uplift3=-104(LC 12), 2= 137(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=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 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 137 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1t1M3/2015 BEFORE USE. qg X Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, not - E a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Fi 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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675387 T60302 J07 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. I us Jul 25 09:49:44 2011 Page 1 ID:pvIGOtZRPskYMiUZTvPtijzmbHK-Jyk2kgmltcZU2p5iOby_N6nYgZ7R70FQvl RDa7yua85 1-0-0 0-10-15 2x4 = Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-13/Mechanical, 2=154/0-4-0, 4=9/Mechanical Max Horz2=35(LC 12) Max Uplift3=-13(LC 1), 2=-49(LC 12) Max Grav3=15(LC 8), 2=154(LC 1), 4=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3 and 49 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web anti/or chord members only. Additional temporary and permanent brcx,ing MiTek' is always required for stability and to prevent collapse with possible personal injury and property dornage. 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 T11675388 TB0302 JOB Jack -Open Truss 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:44 2017 Page 1 ID:pv1GOtZRPskYMiUZTvPtijzmbHK-Jyk2kgmltcZU2p5iOby_N6nYQZ6170FQvl RDa7yua85 1-0-0 2-10-15 Scale: 1 "=1' 2x4 = 2-10-15 LOADING fpsf) I- a xG€_. DEFL, n 1. jiv- _ _ x=_ Ex TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fblsize) 3=761Mechanica€, 2=22010-4-0, 4=271Mechanica€ Max Horz2=76(LC 12) Max Uplift3=-53(LC 12), 2=-51(LC 12) Max Grav3=76(LC 1), 2=220(LC 1), 4=54(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 2-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 51 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. Ibis design Is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 tot siatAlity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and. BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675389 TB0302 J09 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 2x4 = 7.640 5 Apr ig 20i6 Mi tlk i uu u e, ;. - - Dui c v - aga I D:pv 1 GOtZR PskYMi UZTv Ptijzm bH K-n8l QxAmxewhKgzgvZI TDwJJcszOZsTVaBhBn7Zyua84 4-10-15 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.03 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.07 2-4 780 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=154/Mechanical, 2=303/0-4-0, 4=47/Mechanical Max Horz2=117(LC 12) Max Uplift3=-100(LC 12), 2=-60(LC 12) Max Grav3=154(LC 1), 2=303(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:17.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 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) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions.shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 3 and 60 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIP7473 rev. 10/03,2015 BEFORE USE. IRMB_ Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporale this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord membersonly. Addltlonal lemrxxarynnd 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 muss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply TB0302 J10 tlty Jack -Open Truss t 1 Tl675390 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7-0-0 V 7-0-0 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 TCDL 15.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 Rep Stresslncr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=210/Mechanical, 2=393/0-4-0, 4=87/Mechanical Max Horz 2=161(LC 12) Max Uplift3=-124(LC 12), 2=-72(LC 12) Max Grav3=210(LC 1), 2=393(LC 1), 4=131(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 s Apr ie 2016 mi i ek;nd—i ies, uic. >:"v:4„ Zv i o age ID:pv 1 GOtZR PskYMiUZTv PtijzmbH K-n8IQxAmxewhKgzgvZITDwJJYQzKysTVa8hBn7Zyus84 Scale = 1:22.2 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.12 2-4 >660 240 MT20 244/190 Vert(TL) -0.31 2-4 >266 180 Horz(TL) -0.00 3 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 3 and 72 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 10/03y2015 BEFORE USE. _ Design valid for use only with Miiek® connectors. this design is based only upon parameters shown, and is for an individual building component, not - V a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the over i building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 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 Uty Ply T11676391 TBO302 J11 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:46 2017 Page 1 I D:pv 1 GOtZR Ps kY Mi UZTvPtijzmbH K-FKso9 W nZ PEpBH7F570?SSXsgONj 9bp2jMLwKf?yua83 4-1-6 7-0-0 4-1-6 2-10-11 Scale = 1:22.4 30 = - 11 30 = 7-0-0 Plate Offsets O ,Y)-- (5:0-4-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 1-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.07 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1687/0-4-0, 4=1073/Mechanical Max Horz 1=140(LC 8) Max Upliftl=-363(LC 8), 4=-264(LC 8) Max Grav 1 =1 687(LC 1), 4=1103(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1498/249 BOT CHORD 1-6=-317/1317, 6-7=-317/1317, 5-7=-317/1317, 5-8=-317/1317, 4-8=-317/1317 WEBS 2-5=-220/1360, 2-4=-1633/392 NOTES- (10) 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 1 and 264 lb uplift at joint 4. 6) Girder carries tie-in span(s): 14-4-0 from 2-0-0 to 6-0-0 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1059 lb down and 272 lb up at 1-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-7=-20, 7-8= 295(F= 275), 4-8=-20 Concentrated Loads (lb) Vert: 6=-1059(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 101=015 BEFORE USE. metDesignvalidforuseonlywithMIT" connectors, this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional Temporary and permanent bracing MiTek' Is always required for slability and to prevent collapse with possible personal injury and rxoperty 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 PlyT60302T71675392 J12 Ylly Jack -Open Truss 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi Iek Industries, Inc. I ue Jul 25 09:49:46 2011 Page 1 I D:pv 1 GOtZRPskY Mi UZTvPtijzm bH K-FKso9 W nZPEpBH 7F570?SSXsu_No6bwljMLwKf?yua83 1-0-0 2-6-8 _ r t-0-0 2-6-8 Scale = 1:11.1 2x4 = 2-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=206/0-4-0, 4=23/Mechanical Max Horz2=68(LC 12) Max Uplift3=-44(LC 12), 2=-49(LC 12) Max Grav3=60(LC 1), 2=206(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.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 2-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 3 and 49 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. q® Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use. The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i V pl iTek• Is always required for slability, and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T11675393 TBO302 J13 Qty Jack-Open,Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 2-6-8 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:46 2017 Page 1 ID:pv 1 GOtZRPskYMiUZTvPtijzmbHK-FKso9W nZPEpBH7F570?SSXsuuNo6bwljMLwKf?yua83 Scale = 1:11.1 2-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 8lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=104/0-4-0, 2=81/Mechanical, 3=23/Mechanical Max Horz 1=53(LC 12) Max Upliftl=-12(LC 12), 2=-53(LC 12) Max Gravl=104(LC 1), 2=81(LC 1), 3=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 53 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. TIRE" Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design pofornelers and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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. Tama, FL 33610 Job Truss Truss Type Ory Fly T11675394 T80302 J14 Jack -Open Truss i 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 Mi lek Industries, Inc. I ue JUI 2b 09:49: f 20I / Pagel I D:pv 1 GOtZR PskY Mi UZTvPtijzinbH K-jXPBMroBAXx2vHgHhj W h?kP34m8hKN?sb?gtBRyua82 1-0-0 1-10-15 1-0-0 1-10-15 Scale = 1:9.5 2x4 = 1-10-15 1-10-1s LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=45/Mechanical, 2=176/0-4-0, 4=19/Mechanical Max Horz2=56(LC 12) Max Uplift3=-33(LC 12), 2=-45(LC 12) Max Grav3=45(LC 1), 2=176(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 45 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. q® Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi lTek* 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 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 Uty Ply T11675395 TB0302 J15 Jack -Open Truss 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 2x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:47 2017 Page 1 I D:pv 1 GOtZR PskYMi UZTv PtijzmbHK-jXPBMroBAXx2vH gHhj W h?kPObm 6dKN?sb?gtB Ryua82 4-0-0 4-0-0 Scale = 1:14.8 1 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 14Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD , Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/sfze) 3=119/Mechanicaf, 2=264/0-4-0, 4=36/Mechanfcaf Max Horz2=98(LC 12) Max Uplift3=-79(LC 12), 2=-55(LC 12) Max Grav3=119(LC 1), 2=264(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=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 3-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 55 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mtf-EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. lhis design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/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 darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 PlyQty T11675396 T60302 J16 Jack -Open Truss 1 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 25 U9:49:48 ZU1 / Page 1 I D: pv 1 GOtZRPskYMiUZTv PtijzmbHK-Cj zZaBppwr3vX RPU FQ 1 wXyx EjAU03q FOgfPRj uyua8l 1-0-0 0-10-15 1-0-0 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 15.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-19/Mechanical, 2=160/0-8-0, 4=8/Mechanical Max Horz2=35(LC 12) Max Uplift3=-19(LC 1), 2=-51(LC 12) Max Grav3=17(LC 8), 2=160(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:6.9 2x4 = 0-10-15 DEFL. in (roc) I/dell L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 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. 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 3 and 51 Ib uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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 Mirek® 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 Iwckling 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 darnage. For general guidance regarding the fabrk:ation, storage. dellvery, erection and tracing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T11675397 TBO302 J17 Ory Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Apr 19 zUIb MI i eK In4uerne5, inc. i ue Uw zo Ua:4a:4rs zui r rage i I D:pv 1 GOtZRPskYMi UZTv Ptijzin bHK-CjzZaBppwr3vX R P U F01 wXyxD?AT03q FOgf PRj uyua8l 1-0-0 2-10-15 1-0-0 2-10-15 2x4 = LOADING (psl) SPACING- 2-0-0 Gs:. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 15.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz2=76(LC 12) Max Uplift3=-49(LC 12), 2=-54(LC 12) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1'=1' 2-10-15 DEFL. in cc) I/defl _ PLATEY GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 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) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 54 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 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 - Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek, Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and IRISS 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 ty Ply T11675398 TBO302 jig Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.69U s Apr iv zut 6 Mi i ex inausrries, inc. i ue uw 25 09.49:49 2017 rage i ID:pv1GOtZRPskYMiUZTvPtijzmbHK-gvXxnXpRhgBm8a_go8Y949UJPangoHU92J9_GKyua80 1-0-0 4-10-15 1-0-0 4-10-15 2x4 = 4-10-15 4-10-15 Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical, 2=310/0-6-0, 4=45/Mechanical Max Horz2=117(LC 12) Max Uplift3=-97(LC 12), 2=-63(LC 12) Max Grav3=144(LC 1), 2=310(LC 1), 4=90(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; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone, cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 63 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only wish MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall +AAbuildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i V l iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/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 Pty T11675399 T60302 J19 Qty Jack -Open Truss 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:49 2017 Page 1 I D:pv 1 G OtZR PskYMi UZTvPtijzm bH K-gvXxnXpRh9Bm8a_go8Y949U FEaiQoH U 92J9_GKyua80 1-0-0 7-0-0 1-0-0 7-0-0 3x6 = 7-0-0 7-0-0 Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 2-4 708 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.27 2-4 290 180 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 - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=204/Mechanical, 2=400/0-8-0, 4=84/Mechanical Max Horz2=161(LC 12) Max Uplift3=-123(LC 12), 2=-74(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent braIng MITek' Is always required for stability and to prevent collapse with possltxe 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 Qty PlyT11675400 TB0302 R01 7russTypess 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 T640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:50 2017 Page 1 ID:pv1GOtZRPskYMiUZTvPtijzmbHK-865J?tg3SSJdmkZsMr3OdN1TF_?9XgDJHzuYomyua8? 1-0-0 7-0-0 s-0-0 16-0-0 17-0-0 7-0-0 2-0-0 7-0-0 Scale = 1:30.1 5x6 = 5x6 = 3x6 — 3x6 11 3x6 11 3x6 = 7-0-0 9-0-0 16-0-0 7-0-0 2-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.13 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.33 2-8 >560 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except` TOP CHORD Structural wood sheathing directly applied or 3-2-9 or; purlins. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1461/0-8-0, 5=1461/0-8-0 Max Herz 2=41(LC 8) Max Uplift2=-396(LC 4), 5=-396(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3536/751, 3-4=-3194/728, 4-5=-3536/751 BOT CHORD 2-8=-652/3297, 7-8=-647/3245, 5-7=-654/3299 WEBS 3-8=-111/879, 4-7=-111/879 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 396 lb uplift at joint 2 and 396 lb uplift at joint 5. 7) Girder carries hip end with 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 735 lb down and 135 lb up at 9-0-0, and 735 lb down and 135 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-146(F=-76), 4-6=-70, 2-8=-20, 7-8=-42(F=-22), 5-7=-20 Concentrated Loads (lb) Vert: 8=-578(F) 7=-578(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent is always required for slability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675401 TB0302 R02 Special Truss 1 1 JJoberence o tional Builders FirstSource, Tampa, Plant City, Florida 33566 r.s4u s Apr ly zuib M11 eK mausmes, mc. i ue im zo ua:ae:60 zu i r rage i I D:pv 1 GOtZRPskYMi UZTvPtijzm bH K-865J?tg3SSJdm kZsMr3OdN 1 Pi_ONX W 6J HzuYomyua8? 1-0-0 6-9-14 10-8-0 15-8-0 18-4-4 21-4-0 1-0-0 6-9-14 3-10-2 5-0-0 2-8-4 2-11-12 Scale = 1:39.5 5x8 = 3x6 = ' 5x8 = 2x4 II 3x4 = 6x8 = 10-8-0 15-8-0 18-4-4 21-4-0 10-8-0 5-0-0 2-8-4 2-11-12 Plate Offsets (X Y)-- j12:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.22 2-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.67 2-12 >375 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except BOT CHORD 2x4 SP M 31 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-5-14 oc bracing. 5-1 1: 2x4 SP No.2 WEBS 1 Row at midpt 6-12 REACTIONS. (lb/size) 9=1420/0-8-0, 2=1173/0-8-0 Max Horz2=229(LC 12) Max Uplift9=-332(LC 13), 2=-248(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1795/719, 3-13= 1701/741, 3-14=-1448/639, 4-14=-1417/653, 4-15=-268/209, 15-16= 281/200, 5-16=-361/198, 5-6=-305/225, 6-7=-2575/1227 BOT CHORD 2-12=-794/1501, 11-12=-1926/3997, 10-11=-2033/4219, 9-10= 1227/2575 WEBS 4-12=-495/1279, 3-12=-384/274, 4-6=-1258/506, 6-12=-2883/1393, 7-10=-348/852, 6-10=-1828/895, 7-9=-2782/1325 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 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Interior(1) 15-6-4 to 21-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 332 lb uplift at joint 9 and 248 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 6-8=-110, 2-9=-20 Continued on page 2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a 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 M ITek' 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 city Ply T11675401 TBO302 R02 special Truss 1 t Job Reference (optional) tsumers rvstsource, i ampa, rlant ary, rtonaa 33b66 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6= 396 t.640 s Apr 19 2U16 Mi I eK InausIlias, Inc. I ue Jul 2b U9:49:bU 2011 Page 2 ID:pv 1 GOtZRPskYMiUZTvPtijzmbHK-865J?tg3SSJdmkZsMr3OdN 1 Pi_ONXW6JHzuYomyua8? WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. V Design valid for use only with MITek(D connectors. This design is based only upon parameters shown, and is for on indlActual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design into The overall building design. &acing indicated is To 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 Taus systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instihtte, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, rL 33610 Job Truss Truss Type Oty Ply T11675402FJ.beference TB0302 R03 Special Truss 1 t optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1.64U s Apr 19 2016 mi i ak mausuies, inc. i ue am 25 va:vaa i 2017 rage 1 ID:pvl GOtZRPskYMiUZTvPtijzmbHK-clfhCDrhDmRUOu73wZad9aZYgOJhG_ESWde5KDyuaB_ 1-0-0 6-9-14 10-8-0 15-8-0 18-4-4 18 7-,12 21-4-0 1-0-0 6-9-14 3-10-2 5-0-0 2-8-4 0-328 2-8-4 Scale = 1:39.5 5x8 = W 3x6 = 6x12 MT20HS = 3x4 II 3x4 = 3x8 = 10-8-0 15-8-0 18-4-4 18r7-,12 21-4-0 10-8-0 5-0-0 2-8-4 0-3 8 2-8-4 Plate Offsets (X Y)-- [6:0-2-12 0-3-41 [7 0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.23 2-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.71 2-12 >352 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.88 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-2 oc purlins, except BOT CHORD 2x4 SP M 31 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-11,6-10: 2x4 SP No.2 WEBS 1 Row at midpt r 4-6, 6-12, 7-9 REACTIONS. (lb/size) 9=2256/0-8-0, 2=1305/0-8-0 Max Horz2=229(LC 8) Max Uptift9=-240(LC 9), 2=-204(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2076/267, 3-4=-1733/195, 4-5=-406/98, 5-6=-326/122, 6-13=-4281/376, 7-13=-4281/376 BOT CHORD 2-12=-367/1750, 11-12=-438/5385, 10-11= 458/5731, 9-10=-376/4281 WEBS 3-12=-379/231, 7-10=-0/705, 4-12=-116/1605, 4-6=-1539/149, 6-12=-4060/279, 6-10=-1631/90, 7-9=-4647/396 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 9 and 204 lb uplift at joint 2. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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) . The design/selection of such connection device(s) is the responsibility of others. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-5=-70, 6-7=-218, 7-8=-110, 2-9=-20 ontinued on page 2 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MifekU connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p IYI iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Wale Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type OtyPlyT11675402F-11ru- S.'s- IT80302R03 Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:51 2017 Page 2 I D:pv 1 GOtZRPskYMiUZTv Ptijzm bHK-c IfhC DrhDm R UOu73wZad9aZYgOJ hG_ES W de5KDyua8_ LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 6= 164 7=-761 13=-134 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 6-7=-204, 7-8=-96, 2-9=-20 Concentrated Loads (lb) Vert: 6=-146 7=-676 13= 119 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-30, 4-5=-30, 6-7=-169, 7-8=-61, 2-9=-40 Concentrated Loads (lb) Vert: 6= 128 7= 592 13=-104 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=25, 2-4=5, 4-5=22, 6-7=-85, 7-8=23, 2-9=-10 Horz: 1-2=-33, 2-4=-13, 4-5=30, 5-6=-35 Concentrated Loads (lb) Vert: 6=21 7=97 13=17 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=13, 2-4=22, 4-5=5, 6-7= 65, 7-8=43, 2-9=-10 Horz: 1-2=-21, 2-4= 30, 4-5=13, 5-6=10 Concentrated Loads (lb) Vert: 6=42 7=195 13=34 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-25, 2-4=-34, 4-5=-17, 6-7=-155, 7-8=-47, 2-9= 20 Horz: 1-2=-5, 2-4=4, 4-5=13, 5-6=-0 Concentrated Loads (lb) Vert: 6=-107 7= 495 13=-87 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-9, 2-4=-17, 4-5=-34, 6-7=-152, 7-8=-44, 2-9=-20 Horz: 1-2- 21, 2-4=-13, 4-5=4 5-6=44 Concentrated Loads (Ib) Vert: 6=-155 7=-721 13=-127 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=25, 2-4=33, 4-5=18, 6-7=-80, 7-8=28, 2-9=-10 Horz: 1-2=-33, 2-4=-41, 4-5=26, 5-6=-35 Concentrated Loads (Ib) Vert: 6=42 7=195 13=34 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=9, 2-4=18, 4-5=33, 6-7=-65, 7-8=43, 2-9=-10 Horz: 1-2=-18, 2-4_ 26, 4-5=41, 5-6_ 50 Concentrated Loads (Ib) Vert: 6=42 7=195 13=34 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=25, 2-4=33, 4-5=18, 6-7=-80, 7-8=28, 2-9=-10 Horz: 1-2=-33, 2-4=-41, 4-5=26, 5-6=-35 Concentrated Loads (lb) Vert: 6=42 7=195 13=34 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=9. 2-4=18, 4-5=33, 6-7=-65, 7-8=43, 2-9=-10 Horz: 1-2=-18, 2-4=-26, 4-5=41, 5-6=-50 Concentrated Loads (Ib) Vert: 6=42 7=195 13=34 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=3, 2-4=-6, 4-5=-21, 6-7=-155, 7-8=-47, 2-9=-20 Horz: 1-2=-33, 2-4=-24, 4-5=9, 5-6=-0 Concentrated Loads (Ib) Vert: 6=-107 7= 495 13= 87 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-12, 2-4=-21, 4-5=-6, 6-7=-140, 7-8=-32, 2-9=-20 Horz: 1-2=-18, 2-4=-9, 4-5=24, 5-6=-16 Concentrated Loads (lb) Vert: 6=-107 7=495 13=-87 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (pit) Vert: 1-4=-30, 4-5_ 30, 6-7=-160, 7-8=-52, 2-9=-20 uomnnueo on a e 3 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10=12015 BEFORE USE. Design valid for use only with MiTekl connectors. this design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possitAe persorral injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss TrType Oty Ply T11675402 T60302 R03 ISpuscsialITruss 1 1 Job_ Reference optional) Builders hirstbource, Tampa, Ylam urry, I-lonaa d oo I D:pv 1 GOtZRPskYMiUZTvPtijzmbH K-e If hC DrhDm R UO u73wZad9aZYgOJ hG_ESW de5KDyuaB_ LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 6= 91 7=-423 13=-74 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 56, 2-4=-63, 4-5=-50, 6-7= 200, 7-8=-92, 2-9=-20 Horz: 1-2=-4, 2-4=3, 4-5=10, 5-6=-0 Concentrated Loads (lb) Vert: 6=-158 7=-731 13=-129 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-44, 2-4=-50, 4-5=-63, 6-7=-197, 7-8=-89, 2-9= 20 Horz: 1-2=-16, 2-4=-10, 4-5=-3, 5-6=33 Concentrated Loads (Ib) Vert: 6=-194 7=-900 13=-159 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-35, 2-4=-42, 4-5=-53, 6-7=-200, 7-8=-92, 2-9=-20 Horz: 1-2=-25, 2-4=-18, 4-5=7, 5-6=-0 Concentrated Loads (Ib) Vert: 6=-158 7=-731 13=-129 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-47, 2-4=-53, 4-5=-42, 6-7=-188, 7-8=-80, 2-9=-20 Horz: 1-2=-13, 2-4=-7, 4-5=18, 5-6= 12 Concentrated Loads (lb) Vert: 6=-158 7=-731 13=-129 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component not - a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/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, rL 33610 Job Truss Truss Type — Qty Ply T11675403 TB0302 R04 Special Truss i 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Honda 33566 7.640s Apr j u 1 25 : u I I . QUA i I D:pv 1 GOtZR PskY Mi UZTvPtijzm bH K-4U D4PZsK_4ZL02iFUG5sio61Rndm 7SRbIH Nerfyua7z 1- 0-D 6-9-13 10-8-0 18-4-0 21-4-0 1- 0-0 6-9-13 1 3- 10-3 7-8-0 3-0-0 13, Scale = 1:38.8 5x6 = 3x4 i 6x12 MT20HS = 6x8 = 10- 8-0 18-4-0 21-4-0 1p- 8-0 7-8-0 Plate Offsets (X Y)-- f2:0-2-10 0-1-81 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 0.82 Vert(LL) -0.22 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.59 7-8 >427 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.82 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 108lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except 4- 5: 2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. 7- 8: 2x4 SP M 31 WEBS 1 Row at midpt 5-8 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 7=1680/0-8-0, 2=1144/0-8-0 Max Horz 2=133(LC 12) Max Uplif17=-384(LC 13), 2= 251(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1738/658, 3=9=-1644/676, 3-10=-1407/590, 4-10=-1378/604, 4-1 1=-1 293/560, 5- 11= 1417/545 BOT CHORD 2-8=-598/1451, 7-8=-1418/2978 WEBS 4-8=-253/808, 3-8=-363/264, 5-8=-1832/1049, 5-7=-3224/1606 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=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, Interior(1) 18-4-0 to 21- 2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 384 lb uplift at joint 7 and 251 lb uplift at joint 2. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 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 (pit) Vert: 1-4=-70, 4-5=-70, 5-6=-110, 2-7=-20 continuea on paQe z WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(b 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 vedfy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tama, FL 33610 Job Truss Truss Type city Ply T11675403 T60302 R04 Special Truss 1 1 Job Reference (optional) Builders Firstbource, I ampa, Yiant tarty, Florida 33b66 r.o— pr - cv o wn a .— . ae — a, . — <v 1 .Vy I D:pv 1 GOtZR Ps kYMi UZTvPtijzmbH K-4U D4PZsK_4ZLO2i FU G5s io6lRndm?S RbIH N erfyua7z LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-739 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Sol' Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additionai temporaryand 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. Tama, FL 33610 Job TrussTROSruss Truss Type Qty Ply T11675404 T80302 Special Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 6-9-13 1-0-0 6-9-13 3-1 5x6 = 1,640 $ Apr 79 ZUl6 MI I eK in austrles, inc. I ue JUI Zb VV:4U:DZ zUt / rage 1 I D:pv 1 GOtZR PskYMi UZTv Ptijzm bHK-4 UD4PZsK_4ZLO2iF U G5sio612nc4?XbblHNerfyua7z 7-8-0 2-8-0 Scale = 1:38.7 3x4 = 6x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 7-8 999 240 TCDL 15-0 Lumber DOL 1.25 BC 0.98 Vert(TL) 0.56 7-8 441 180 BCLL 0.0 Rep Stress Incr NO W B 0.49 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 `Except` TOP CHORD 4-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 7=1507/0-4-0, 2=1058/0-8-0 Max Horz2=133(LC 8) Max Uplift7=-18(LC 9), 2=-209(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1556/272, 3-4=-1221/211, 4-5=-1261/190, 6-7=-389/0 BOT CHORD 2-8=-275/1291, 7-8=-216/1956 WEBS 4-8=-47/696, 3-8=-374/226, 5-8=-978/173, 5-7=-2114/304 PLATES GRIP MT20 244/190 Weight: 107 lb FT = 20% Structural wood sheathing directly applied or 3-2-15 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-8 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; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 7 and 209 Ib uplift at joint 2- 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-6=-318, 2-7=-20 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s x Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not iiatrusssystem. Before use, The building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Instilule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675405 TB0302 R07 COMMON TRUSS 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 6-9-13 6-9-13 r.oau s Apr to zu to Mi i ek mausin—, in, i ue jui 26 &a.va.00 2017 F,V, I D:pv 1 GOtZRPskYMi UZTv Ptijzm bH K-YhnSdvtylNhCdCH R 1 _d5E?fztB?okOxlzx7CO5yua7y 10-8-0 14-6-3 21-4-0 _ L22 3-10-3 3-10-3 6-9-13 1-0-0 Scale = 1:38.3 46 = 3x4 i 3x4 6x8 = Plate Offsets (X Y)-- f2:0-2-10 0-1-81 j6:0-2-10 0-1-81 (8:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.19 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.55 6-8 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 93lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS, (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2= 97(LC 10) Max Uplift2=-222(LC 12), 6=-222(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1487/529, 3-9=-1395/551, 3-10=-1130/455, 4-10=-1100/468, 4-11=-1100/468, 5-11=-1130/455, 5-12=-1395/551, 6-12=-1487/529 BOT CHORD 2-8=-357/1232, 6-8=-376/1232 WEBS 4-8=-264/766, 5-8=-402/297, 3-8=-402/297 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; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 2 and 222 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ pq V Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not - t a truss system. Before use, The building designer must verify the applicability of design parameters and property incorporate This design into the overall _ building design. Bracing Indicated is to prevent buckling of indivldual 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 prorx:rty damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 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 T11675406 TB0302 R09 Hip Truss t 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7 640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:53 2017 Page 1 I D:pv 1 GOtZR PskYMiUZTvPtijzmbH K-Yh nSdvtylNhCdCH R 1 _d5 E?fvYB 1 Ikuglzx7CO5yua7y 4-9-0 7-0-0 12-3-7 1 17-8-9 23-0-0 25-3-0 30-0-0 31-0-0, 1-D-0 4-9-0 2-3-0 5-3-7 5-5-3 5-3-7 4-9-0 M 2 f1 7x10 = 6.00 2x4 II 3x4 = 7x10 = Scale = 1:53.5 2x4 \\ 3 2x4 8 C 5x8 = 15 6x8 = 14 5x8 = 7-0-0 12-3-7 7-0-0 5-3-7 Plate Offsets (X,Y)-- 2:0-1-11 Edge1 [4:0-8-4,0-3-01, [7:0-8-4,0-3-0], [9:0-1-1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 15.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 Rep Stress Incr NO W B 0.81 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 "Except" 4-7: 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 13 12 6x12 MT20HS WB 3x8 17-8-9 23-0-0 5-5-3 5-3-7 11:0-3-8,0-3-01, [12:0-3-8,0-1-81, [15:0-3-8,( DEFL. in (loc) I/dell L/d Vert(LL) 0.3012-14 999 240 Vert(TL) 0.7812-14 457 180 Horz(TL) 0.23 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 167lb FT=20! BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. REACTIONS. (lb/size) 2=2822/0-4-0, 9=2850/0-8-0 Max Horz 2=-66(LC 6) Max Uplift2=-741(LC 5), 9=-749(LC 4) Max Gray2=2839(LC 18), 9=2867(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5643/1512, 3-4=-5534/1518, 4-5=-6579/1904, 5-6=-6577/1902, 6-7=-6554/1898, 7-8=-5446/1495, 8-9=-5529/1482 BOT CHORD 2-15= 1335/4991, 14-15= 1318/5003, 13-14_ 1813/6612, 12-13=-1813/6612, 11-12= 1246/4883, 9-11=-1244/4803 WEBS 4-15=-145/948, 4-14=-692/2071, 5-14=-893/488, 6-12=-938/510, 7-12=-709/2127, 7-11 =-1 261874 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fail 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 741 lb uplift at joint 2 and 749 lb uplift at joint 9. 8) Girder carries hip end with 7-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 172 lb up at 23-0-0, and 763 lb down and 172 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Continued on paqe 2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1OW312015 BEFORE USE. sea' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buckling individual truss bracingand/or chord members only. Additional ternrwrary and permanentWelk' building design. Bracing Indicated is to prevent of web is always required for stability and to prevent collapse with possible personal Injury and pror>eny darnage. For general guidance regarding the I V l elk` 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria,.DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T71675406 TBO302 R09 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard 1) Dead + Hoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7= 152(F=-82), 7-10=-70, 2-15=-20, 11-15=-43(F=-23), 9-11=-20 Concentrated Loads (lb) Vert: 15= 578(F) 11=-578(F) 7.640 s Apr 19 2016 MITek Industries, Inc. Tue Jul 25 09,49:53 2017 Page 2 1 D:pv 1 GOtZR PskYMiUZTvPtijzm bH K-YhnSdvtylN hCdCH R 1 _d5E7fvYB 1 Ikuglzx7CO5yua7y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and is for an individual Wilding component, not Mal' 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 brcring MiTek, is always required for stability and to prevent collapse with possiLJe personal injury and properly darnagge. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T17675407 T80302 RIO Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. I ue Jul 25 09A9:54 201 / I•age 1 I D:pv 1 GOtZRPskYMiUZTvPtijzmbHK-OtKgq FtaW hp3FMsdbh8KnD B6cbJITQIuCbslwXyua7x ii-0-0 - 6-6-6 9-0-0 15-0-0 21-0-0 23-5-10 30-0-0 ,31-0-Q 1.0-0 6-6-6 2-5-10 6-0-0 6-0-0 2-5-10 6-6-6 Scale = 1:53.5 4x6 = 3x4 = 4x6 = 4 15 5 16 6 3x6 = 12 __ lu 3x6 = 3x8 = 4x6 3x8 = 9-0-0 21-0-0 30-0-0 9-0-0 12-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.32 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.88 10-12 >404 180 BCLL 0.0 Rep Stress Incr YES W B 0.51 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 8=1417/0-4-0 Max Horz 2=-83(LC 10) Max Uplift2=-255(LC 12), 8=-255(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2416/961, 13-14=-2322/966, 3-14=-2268/978, 3-4=-2146/924, 4-15=-1884/854, 5-15=-1883/854, 5-16=-1883/854, 6-16=-1884/854, 6-7=-2146/924, 7-17=-2268/978, 17-18=-2322/966, 8-18=-2416/961 BOT CHORD 2-12=-755/2061, 11-12=-767/2194, 10-11=-767/2194, 8-10=-763/2061 WEBS 3-12=-315/295, 4-12=-268/719, 5-12=-479/282, 5-10=-479/282, 6-10=-268/719, 7-10=-315/295 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; 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 25-2-15, Interior(1) 25-2-15 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 2 and 255 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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(D connectors. This design is based only upon parameters shown, and is for an Individual building component, not 8atrusssystem. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall acing Indicated is to Wckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building design. prevent is always required for siatAllty 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 t Quality Criteria, DSO.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11675408 TB0302 R11 Hip Truss 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:55 2017 Page 1 I D: pv 1 GOtZRPskYMiUZTvPtijzmbH K-U3uC2buCH?xwtV Rg9PfZKQkEO?hfCxl2R FcIS_yua7w 0 7-6-0 11-0-0 19-0-0 22-6-0 30-0-0 31-0-0 1-0-0 7-6-0 3-6-0 8-0-0 3-6-0 7-6-0 1-0-0 6x8 i 2x4 // 2x4 \\ 6x8 5 16 6 7 Scale = 1:53.5 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = 10-0-0 1-0-0 8-0-0 1-0-0 10-0-0 Plate Offsets (X Y)-- [4 0-2-11 Edge], j7:0-2-11 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 0.93 Vert(LL) -0.46 11-13 >775 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.98 11-13 >362 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 136 lb FT = 20 LUMBER- BRACING - TOP CHORD -2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied. 4-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 9=1417/0-4-0 Max Horz2=98(LC 11) Max Uplift2=-271(LC 12), 9=-271(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2307/906, 14-15=-2187/913, 3-15=-2099/927, 3-4=-2046/904, 4-5=-1821/864, 5-16=-1550/780, 6-16=-1550/780, 6-7=-1821/866, 7-8=-2046/907, 8-17=-2099/929, 17-18=-2187/916, 9-18=-2307/908 BOT CHORD 2-13=-694/1943, 13-19=-465/1550, 12-19=-465/1550, 12-20=-465/1550, 11-20=-465/1550, 9-11=-704/ 1943 WEBS 8-11=-249/267, 3-13=-249/267, 6-11 =-1 55/567, 5-13=-156/567 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 10-10-7, Exterior(2) 10-10-7 to 23-4-8, Interior(1) 23-4-8 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 271 lb uplift at joint 2 and 271 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 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 666 building design. Bracing Indicated is to prevent buckling of individual truss web andfor 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 hracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675409 TBO302 R12 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:56 2017 Page 1 I D:pv 1 GOtZRPskYMi UZTvPtijzmbHK-zGSaFwvg213nUf00j6Aose H RSP 1 _xNsBfvLs_Qyua7v r1-0-0 7-6-0 13-0-0 17-0-0 22-6-0 30-0-0 _ _ 31-0-0 10-o 7-6-0 5-6-0 4-0-0 5-6-0 7-6-0 '1-0-0' i1 0 3x8 = 3x6 // 3x6 \\ 3x8 = Scale = 1:53.5 3x6 = 3x6 = 3x4 = 4x6 = 3x4 = 10-0-0 13-0-0 17-0-0 20-0-0 30-0-0 10-0-0 3-0-0 4-0-0 3-0-0 10-0-0 Plate Offsets (X Y)-- j4:0-4-0 Edge] f7:0-4-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.41 11-13 >859 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.81 11-13 >441 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 HOrz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 1331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NoA *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 9=1417/0-4-0 Max Horz2=116(LC 11) Max Uplift2=-288(1_C 12), 9=-288(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2344/900, 3-14=-2237/921, 3-15=-2059/877, 4-15=-1901/896, 4-5=-1764/872, 5-6= 1394/742, 6-7=-1764/872, 7-16=-1901/896, 8-16=-2059/877, 8-17=-2237/921, 9-17=-2344/900 BOT CHORD 2-13=-697/1987, 13-18=-377/1394, 12-18=-377/1394, 12-19=-377/1394, 11-19=-377/1394, 9-11=-705/ 1987 WEBS 8-11= 424/348, 3-13= 424/348, 6-11=-232/727, 5-13=-232/727 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; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-7, Exterior(2) 13-0-7 to 16-11-9, Interior(l) 21-2-8 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2 and 288 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. - vim Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 misses 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 Type QtyPlyT11675410717CommonTruss117JobReterenceoptional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:56 2017 Page 1 I D:pv 1 GOtZRPskYMiUZTvPtijzmbHK-zGSaFwvg213n Uf00j6AoseH PYP 1 wxLrBfvLs_Qyua7v 1- 1-0-0 7-6-0 15-0-0 22-6-0 30-0-0 ,31-0-ol 0107-6-0 7-6-0 7-6-0 7-6-0 1-0-0 m d11 0 4x6 = 6.00 Scale = 1:52.6 3x6 = 3x6 = 3x4 = 4x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 TCDL 15.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 6=1417/0-4-0 Max Horz 2=133(LC 11) Max Uplift2=-300(LC 12), 6=-300(LC 13) 20-0-0 DEFL. in (loc) I/dell Lid Vert(LL) -0.39 8-10 >901 240 Vert(TL) -0.67 8-10 >535 180 Horz(TL) 0.10 6 n/a n/a 10-0-0 PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-2382/818, 3-11=-2285/839, 3-12=-2083/809, 4-12=-1940/822, 4-13=-1940/822, 5-13=-2083/809, 5-14=-2285/83916-14=-2382/818 BOT CHORD 2-10— 608/2030, 10-15=-276/1322, 9-15=-276/1322, 9-16=-276/1322, 8-16=-276/1322, 6- 8=-628/2030 WEBS 4-8=-257/821, 5-8=-519/373, 4-10=-257/821, 3-10=-519/373 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; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ib uplift at joint 2 and 300 lb uplift at joint 6. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. y Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' preventis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11675411 TB0302 R14 Hip Truss 1 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:57 2017 Page 1 I D:pv 1 GOtZR PskYMi UZTvPtijzmbHK-RSOzTGwSpeBe6pbCGph 1 PrpduoSSgj2LuZ5 PXsyua7u 1-0-0, 4-6-2 7-0-0 12-0-8 17-11-8 23-0-0 25-5-14 30-0-0 $1-0-0 11-000 4-6-2 2-5-74 5-0-8 5-11-1 5-0-8 2-5-14 4-6-2 1-0-D Scale = 1:53.5 5x6 i 3x6 = 3x6 = 5x6 60071—? 4 5 15 6 7 0 1? v 6 SxS 14 11 5x8 5x8 = 6x12 MT20HS = 5x8 = = 700 = 7-0-0 15-0-0 23-0-0 30-0-0 7.0-0 8-0-0 8-0-0 7-0-0 Plate Offsets (XY)-- 2:0-1-11 Edge1 [4:0-3-70-2-91 f7:0-3-7,0-2-9], [9:0-1-11,Edge], j11:0-2-8,0-3-81, j13:0-5-0,0-4-121, f14:0-2-0,0-3-81 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 0.65 Vert(LL) 0.23 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.68 13-14 >522 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 169lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-14, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2321/0-4-0, 9=2764/0-4-0 Max Horz2=66(LC 7) Max Uplift2=-412(LC 5), 9=-460(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4542/848, 3-4=-4346828, 4-5=-3782/745, 5-15=-6573/1182, 6-15=-6573/1182, 6-7=-4627/799, 7-8=-5284/886, 8-9=-5475/906 BOT CHORD 2-14=-752/3977, 14-16=-1066/5785, 13-16=-1066/5785, 13-17=-1105/6281, 12-17=-1105/6281, 11-12=-1105/6281, 9-11=-754/4807 WEBS 4-14=-269/1672, 5-14=-2467/525, 5-13=-124/1254, 6-13=-19/490, 6-11=-2047/543, 7-11=-252/1920 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); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 412 lb uplift at joint 2 and 460 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1020 lb down and 262 lb up at 14-4-12, and 513 lb down and 132 lb up at 23-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek(5) connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, The building designer must verity the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and 10 prevent collapse with possltAe personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T80302 - R14 Hip Truss 1 i tjJobReference (optional) Builders FirstSource, Tampa, Plant Grly, Flonda 33566 Lti4U s Apr 19 ZVl6 MI I eK InausInes, Inc. I ue Jul Zt, UV:'IV:0/ ZVI ( rage e I D:pv 1 GOtZRPskYMi UZTvPtijzmbH K-RSOzTGwSpcBe6pbCGph 1 PrpduoSSgj2LuZ5PXsyua7u LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-70, 4-15=-70, 7-15=-140(F=-70), 7-10=-70, 2-17= 20, 11-17— 43(F=-23), 9-11=-20 Concentrated Loads (Ib) Vert: 11=-513(F) 16=-1020(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not - -. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and 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 T17675412 T60302 R15 Common Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:58 2017 Page 1 I D: pv 1 GOtZRPskYMiUZTvPtijzmbH K-veaLgcw4awJ U kzAPgXCGx3Mm rCIF PJ dU 7Dgz3Jyua7t r -1-0-0 7-2-0 14-4-0 _- 1-0-o 7-2-0 7-2-0 Scale = 1:26.4 4x6 - 3x6 = 2x4 II 3x6 = 7-2-0 14-4-0 7-2-0 7-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.09 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Verl(TL) -0.23 4-5 >735 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 52 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=631/Mechanical, 2=720/0-4-0 Max Horz 2=70(LC 16) Max Uplift4=-129(LC 13), 2= 158(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-920/341, 6-7=-808/347, 3-7=-791/361, 3-8=-786/380, 8-9=-805/366, 4-9= 916/365 BOT CHORD 2-5=-211/717, 4-5=-211/717 WEBS 3-5=0/353 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 7-2-0, Exterior(2) 7-2-0 to 10-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 4 and 158 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ®®® building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Qualify 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 0ty Ply T71675413 TBO302 R16 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:49:58 2017 Page 1 ID:pv1GOtZRPskYMiUZTvPtijzmbHK-veaLgcw4awJUkzAPgXCGx3MpCCnbPKoU7Dgz3Jyua7t 1-0-0 5-6-0 8-10-0 14-4-0 1-0-0 5-6-0 3-4-0 5-6-0 Scale = 1:25.6 4x6 = 4x6 = 3x6 = 2x4 11 2x4 11 3x6 = 5-6-0 8-10-0 14-4-0 5-6-0 3-4-0 5-6-0 Plate Offsets (X Y)-- j2.0-7-4 0-0-13j j5:0-7-4 0-0-131 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 0.61 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.21 5-6 >812 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 66 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1129/Mechanical, 2=829/0-4-0 Max Horz2=59(LC 8) Max Uplift5=-245(LC 9), 2=-175(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1368/250, 3-4=-1151/248, 4-5=-1358/243 BOT CHORD 2-7=-173/1136, 6-7=-172/1151, 6-8=-170/1136, 5-8=-170/1136 WEBS 3-7=-39/324, 4-6=-37/320 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 5 and 175 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 607 lb down and 156 lb up at 11-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=-607(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE, tq/ Design valid for use only with MI lek® 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 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11675414 TB0302 R17 COMMON TRUSS 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. I ue Jul 25 09:49:59 201 / Vage 1 I D:pv 1 GOtZRPskY MiUZTvPtijzm bH K-Ng8jtyxjLDSLL7lbOEj VUGvOic8a8nHdMta W blyua7s 1-0-0 5-10-0 11-8-0 1-0-0 5-10-0 i 5-10-0 Scale = 1:22.2 4x6 — Im0 2x4 I 3x4 = 3x4 = 5-10-0 11-8-0 5-10-0 5-10-0 Plate Offsets (X,Y)-- j2:0-1-0 Edgej 14:0-1-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0A 1 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=511/Mechanical, 2=601/0-4-0 Max Horz 2=60(LC 12) Max Uplift4=-104(LC 13), 2=-134(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-738/303, 6-7=-651/307, 3-7=-646/318, 3-8=-643/340, 4-8=-734/328 BOT CHORD 2-5=-192/57214-5=-192/572 WEBS 3-5=0/284 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=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(l) 2-0-0 to 5-10-0, Exterior -I 5-10-0 to 8-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 4 and 134 lb uplift at joint 2. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. V Design valid for use only with Milek 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 property incorporate this design Into the overall is to Duckling individual truss web and/or chord members only. Additional Temporary and permanent bracing Welk' buildingdesign. Bracing indicated prevent of is always required for stability and to prevent collapse with possible personal injury and rxorx rty damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11675415 TB0302 R20 Hall Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mil ek Industries, Inc. I us Jul 25 09:49:59 2011 vage 1 I D:pv1 GOtZR PskYMiUZTvPtijzmbHK-Ng8jtyxjLDSLL7lbOEjV UGv5gcgi8kxdMta W blyua7s 2-6-8 2-11-8 5x6 = 2x4 !I Scale = 1:11.4 4x6 = 2-6-8 5-6-0 2-6-8 2-11-8 Plate Offsets (X Y)-- 2:0-3-0 0-2-01 j5:0-4-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.03 4-5 >999 180 BOLL 0.0 Rep Stress Incr NO W B 0.26 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=804/0-4-0, 4=664/Mechanical Max Harz 1=51(LC 8) Max Upliftl =-1 50(LC 8), 4=-141(LC 5) Max Grav1=827(LC 15), 4=664(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. TOP CHORD 1-2=-1118/184 BOT CHORD 1-5=-179/965, 5-6=-169/877, 4-6=-169/877 WEBS 2-5=-85/751, 2-4= 958/184 NOTES- (12) 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 1 and 141 lb uplift at joint 4. 7) Girder carries tie-in span(s): 11-8-0 from 0-0-0 to 4-7-0 8) Girder carries hip end with 0-0-0 right side setback, 2-6-8 left side setback, and 2-6-8 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 12 lb up at 2-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-74(F=-4), 1-5=-235(F=-215), 5-6=-236(F=-216), 4-6=-21(F=-1) Concentrated Loads (lb) Vert: 5=-40(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. anal' Design valid for use only with MiTekOO connectors. This design Is based only upon parameters shown, and is for an individual t-Ajilding component, not X1111Matrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall indicated Is 10 buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design. Bracing prevent of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Sireet. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11675416 T60302 R21 Hip Truss 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 4-0-0 4-0-0 64U s Apr l U zUl6 Mi I eK InaUstrles, ine. we Jul zL uv by uv zul / rage 1 ID:pvl GOtZRPskYMiUZTvPtijzmbHK-rl i55lyL6XaCzHJnyyFkl UREROUvtEXnaXJ37Byua7r 7-8-0 11-8-0 3-8-0 4-0-0 5x6 = 5x6 = Scale = 1:21.2 cnV i i ,. 3x4 = 3x4 = 4-0-0 7-8-0 11-8-0 4-0-0 3-8-0 4-0-0 Plate Offsets (X Y)-- j3:0-3-0 0-2-0j j4:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.05 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.09 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 43lb FT=20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 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) 5=715/Mechanical, 2=808/0-4-0 Max Horz 2=46(LC 12) Max Uplift5=-155(LC 9), 2=-186(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1275/257, 3-4=-1050/244, 4-5=-1266/256 BOT CHORD 2-7=-207/1069, 6-7=-208/1050, 5-6=-209/1068 WEBS 3-7=-19/320, 4-6=-14/305 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for alive 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 155 lb uplift at joint 5 and 186 lb uplift at joint 2. 8) Girder carries hip end with 4-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 45 lb up at 7-8-0, and 198 lb down and 45 lb up at 4-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-93(F= 23), 4-5=-70, 2-7=-20, 6-7=-27(F=-7), 5-6=-20 Concentrated Loads (lb) Vert: 7=-150(F) 6=-150(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. V NORDesignvalidforuseonlywithMilekOOconnectors. [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 parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and 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 Qty Ply T71675417 TBO302 R22 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tarnpa, Plant City, Florida 33566 T640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:00 2017 Page 1 I D:pv1 GOtZRPskYMiUZTvPtijzmbHK-rl i551yL6XaCzHJnyyFkl UR5000UtCZnaXJ37Byua7r 1-0-0 6-9-13 9-0-0 10-8-0 12-4-0 14-6-3 21-4-0 22-4-0 1-0-0 6-9-13 2-2-3 1-$-0 1-$-0 2-2-3 6-9-13 31 3x6 = 2x4 11 3x6 = 3x4 i ._ 3x4 5x8 = Scale = 1:39.0 I" 0 9-0-0 10-8-0 12-4-0 21-4-0 9-0-0 1-8-0 1-8-0 9-0-0 Plate Offsets (X,Y)-- j2:0-2-10 0-1-81 (4:0-3-8 0-2-41 f6:0-3-8 0-2-41,j8:0-2-1 0,0-1-81,j10:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.21 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.62 2-10 >398 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 8=1023/0-8-0 Max Horz2= 83(LC 10) Max Uplift2=-21 1 (LC 12), 8=-211(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1468/605, 11-12=-1370/616, 3-12=-1323/628, 3-4=-1157/532, 4-5=-999/494, 5-6=-999/494, 6-7=-1157/532, 7-13=-1323/628, 13-14=-1370/616, 8-14=-1468/605 BOT CHORD 2-10=-436/1209, 8-10= 442/1209 WEBS 7-10=-296/289, 3-10=-296/289, 5-10=-221/617 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 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-6-15 to 22-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 211 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON rHIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing YYii MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T71675418 TB0302 R23 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 31 7-0-0 5x6 = 7-4-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:01 2017 Page 1 I D:pv 1 GOtZR PskYMiUZTv PtijzmbH K-J DGTI ezzsri3bQu_VfmzZh_LfOkBcdFwpB3dgeyua7q 6x8 = 7-0-0 1-0-0 Scale = 1:39.0 3x6 = 6x8 — 4x6 = 3x6 II 3x6 = I" 0 7-0-0 14-4-0 21-4-0 7-0-0 7-4-0 7-0-0 Plate Offsets (X,Y)-- 3:0-3-0,0-2-71,(4:0-4-0,0-1-151,j9:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.09 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.42 7-9 >584 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.12 5 n/a n/a BCDL 10.0 Code FB02014ITP12007 Matrix) Weight: 97lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. 3-4: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at mfdpt 4-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1961/0-8-0, 5=1961/0-8-0 Max Horz2=-66(LC 6) Max Uplift2=-499(LC 8), 5=-499(LC 9) Max Grav2=2012(LC 15), 5=2012(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3782/882, 3-4=-3217/823, 4-5=-3777/882 BOT CHORD 2-9=-762/3334, 8-9=-707/3244, 7-8=-707/3244, 5-7=-709/3286 WEBS 3-9=-81/1040, 4-7=-64/1025 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint 2 and 499 lb uplift at joint 5. 7) Girder carries hip end with 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 172 lb up at 14-4-0, and 763 lb down and 172 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-146(F=-76), 4-6=-70, 2-9=-20, 7-9=-42(F= 22), 5-7=-20 Continued on Eaue 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an individual Wilding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall g building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracin_q MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa.. FL 33610 Job Truss Truss Type Qty Ply T11675418 TB0302 R23 Hip Truss 1 1 Job Reference (optional) builders FlrstSource, I ampa, F9an1 cay, Flonda 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9= 578(F) 7=-578(F) r.oau s rrpr ro zuro mi i— mauswes, ma. i ue Dui co veay.v i — , i rage c I D:pv 1 GOtZRPskYMiUZTv PtijzmbH K-J DGTI ezzsri3bQu_V fmzZh_LfQkBcd FwpB3dgeyua7q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. f 0/ wOIS BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters show), 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 i• building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord rnernlx-rs only. Addillonal ternlxaary and permanent bracing MiTek' is always required for stabllity and to prevent collapse with possitAe personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of tnrsses and tnrss 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 T11675419 TB0302 RF03 FLOOR 1 2 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1.640 s Apr iY zui a mi i eK tnaustnes, inc. i ue uw zb uv:oaut evi r Pagel I D:pv 1 GOtZR PskYMi UZTvPtijzmbH K-J DGT I ezzsri3bQu_VfmzZh_KiOISc W VwpB3dgeyua7q 3-5-9 6-9-6 10-1-3 13-6-12 3-5-9 3-3-13 3-3-13 3-5-9 1 5x8 = 2 3x8 = 2X4 11 3x8 = 3 11 12 4 Scale = 1:23.4 5x8 = I I I d b 6' 7 — 9 8 5x8 64• 2X4 l 5X8 = 4X12 — 2X4 11 Plate Offsets (X Y)-- 2:0-3-8 0-1-81 [4:0-3-8 0-1-81 [7:0-3-80-2-81 [9:0-3-8 0-2-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.12 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.22 7-8 >714 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 155 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc puffins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1- 9,2-8,4-8,5-7: 2x4 SP No.2 REACTIONS. ( lb/size) 10=1860/0-9-12, 6=2859/0-8-5 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-1812/0, 1-2=-4190/0, 2-3=-7579/0, 3-11 =-7579/0,11-12=-7579/0, 4-12=-7579/0, 4- 5=-5719/0, 5-6= 2781/0 BOT CHORD 8-9=0/4190, 7-8=0/5719 WEBS 1-9=0/4340, 2-9=-1554/0, 2-8=0/3637, 3-8=-2029/0, 4-7=-2164/0, 4-8=0/1996, 5- 7=0/5883 NOTES- ( 5) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-100, 3-12= 208, 5-12=-382, 6-10=-10 Concentrated Loads (lb) Vert: 11=-1601 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not - + a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slab lilty and to prevent collapse with possible personal injury and property darnage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Crtteda, 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 aty Ply T71675420 TB0302 Vol Valley Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 i 2-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:02 2017 Page 1 I D:pv 1 GOtZR PskYMiUZTv PtijzmbHK-nPprW_zbd8gwCaTA3N HC6vXdbpFmL9i42roAC4yua7p Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.01 3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=61/1-10-8, 2=6 1 /Mechanical Max Horz 1=28(LC 12) Max Upliftl=-9(LC 12), 2=-23(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 23 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. l e/03/2015 BEFORE USE. mom Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall am . Abuildingdesign. 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 darnage. For general guidance regarding the fabricalion, 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 Intormatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T11675421 TBO302 V02 Valley Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Jul 25 09:50:02 2017 Page 1 I D:pv 1 GOtZR PskYMiUZTvPtijzmbHK-nPprW _zbd8gwCaTA3NH C6vXdZpFjL8b42roAC4yua7p 2-11-1 1-0-15 Scale = 1:13.0 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,08 Vert(LL) nla n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13Ib FT=20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 4-0-0. lb) - Max Horz1=70(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 5 Max Grav All reactions 250 Ib or less at joint(s) 1, 3, 4, 5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Intehor(1) 3-7-9 to 4-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 3 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 100 lb uplift at joint(s) 3, 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ed a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required tot stability and to prevent collapse with possible personal injury and property darnct,lc e. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety Information available from Truss Ptate 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. V/i d' For 4 x 2 orientation, locate plates 0-'nb° 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 dimensions shown in ft-in-sixteenths Drawings not to scale) I 2 3 TOP CHORDS c O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT,. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-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 SCSI. 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 stock 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 sfce, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. DEARIN6 HEI6HT 5GHEDULE 9. 4.. RECORD COPY 20"-3/14 SANFORD AR Hanger List H1 HTU26 H2 THA422 NOTES: 1.) REFER TO HID 91 (REGOMMENDATIONS FOR HANDLING IN5TALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MU5T BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENT5. 3.) ALL VALLEY5 ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DE516NED FOR 2' o.c. MAXIMUM 5PA61%, UNLE55 OTHEPW15E NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO BE LOAD BEARING. UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MU5T BE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO BE 51MP50N HTU26 UNLE55 OTHERW15E NOTED. ALL FLOOR TRU55 HANGER5 TO BE 51MPSON THA422 UNLE55 OTHERW15E NOTED. 5.) BEAM/HEADER/LINTEL (HOP) TO DE FURNI5HED DY BUILDER. SHOP DRAWING APPROVAL TM5 LAYOUT 15 THE 50LE 5OURCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF TM5 LAYOUT MU5T DE RECEIVED BEFORE ANY TRIJ65B WILL BE BUILT. VERIFY ALL CONDITION5 TO INSURE AGAI*T CHANGE5 THAT WILL RESULT IN EXTRA CHARGE5 TO YOU. 9,A-ud DeOreey Date puilders rstSource Orlando PHONE: 407-851-2100 FAX: 407-051-7111 Plant Gity PHONE: 813-759-5951 FAX 813-752-1532 BUILDER: Taylor Morrison Homes I. Manchester A Lanai Al ADDBE55: REVISION: Lot XX 56AL[: j"RA" BY:JOB 7: 2-15-16 ick RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 2 3 9 4 Project Location Address 481 Red Rose Lane, Lot 302 gUl p, GI Q'NFoRD A' R11v1E 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) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.04 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows 3540 ser. Frame Fixed Glass FL18644.04 Awning Pass Through Projected Mullions MI Windows Mullion — vertical FL18504.2 Wind Breaker Dual Action Other June 2014 40 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Ipha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-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 ame Please Pr'nt) June 2014 SonND- ItiD'm a L' AFF. TD. AFF F. I I I maaLUE LANAI eo aLeE ! 4 6-0- AFF 16-0-Z -0" AT 0' AFF. 9'- A PLT ni_ 1 I G: rEur erne O+ LAVJ I f 5. 0*0 IETF. 566D. 4 d IS,Oj 5'11 lip ITDM 2- STORl 2-STOFY 9"- 4' FLAT DINING ROOM 14'- V" 10'-0' 9'- a' FLAT CLG. StSR DItL Q IL PATE co. Arrro G4L b R4'RS AI t' d Ed°I CW IREtlS Q. N L07K'L OO / I- \ OR RAM i4 4 CIA Yaao' v_ FAD IYx FECA COnMAGOR tGUro 5 T IA7 FCR RdN RO:R PJN DTEIE;AS ps- loW. dT d.0' t E4E5f Nn MASTER SUITE 9'- A' FLAT CLG. Y O J- maa K.&LTH iR w s"' nG1 lt EJ4 IOU CK 4)'IL(AJ WA;1 67AM I' NN.E TLE Y EEtIB501E4 SER SEALIryDETAILS MR. E n DRIER eox r — — lr 19 1 vDj v L14 JLD_"ERJ xuA' GLEa UTJL j 11E5 Rd]7 R'-i WF£ RRDD t RAr CLG. 7v 1 fiM AFLA0.G p^ 2510F O IaTCJiEN 9'- 4' FLA7 CLG. F91FDR a4 I a gg m Ve j MATE (,- IiW Rim TO Pita1 0- K%LATE utsU6US W AAIE LM a SEDDD FLOOR ABY. ENTRY V- 1- PLT, T. 187 I o r - _ - - _ 1 L_ PAVERS 1 a L 51YR' ARCKCESS L_._. GARAGE ItlB ALLK7" RAT LEADER At D-P AFF. iDl R' P 10'- 0'4D'-L7' 4` iLED I'4!L5 A F. 9'- 1" PLT T. 4RE Ai rS•IdNo) LNE a 04EYf pCgR H a81 PDSARRI a I 1 1 I I RSfR to SrEE'f itl NB I I 0 115 at.¢ oA wedre uwe I av Dloa ay PAYSR DR1E I lEU W:.0 ae wiOl 3._ d. dFF. i4 i • • i ALL F1cR'#JELV17 4R:' omw;654a CQP T un: Im PK lACR - 51N EDnq ITLJJ i • 3 TYPICAL MASONRYWINDOW SCHEDULE WINDOW WIDTHS ry f 20' Al 31' 53' WINDOW CALL OUTS p SH Ir 315N 1t 5H 37 5.4 0L. 26' f^ 3n' Q 1354 V 33 5H 23 SW 33 5H 0' 51' 14 5H SH 24% 34 W Z 3 15 5N EOE35SI 75 $ H 35 SH 63" g 16 5HW36 43 26 SH 36 S! 12' 3 G.L. VERFT r* 0KRT OFEI.':IYaS FOR ALL WIVGOA , w 0110 1S SIZES AND NSTALLATIOI K4Y MIRY PER NANfACTURE SFKI-1CATILNS. z REFER TO FLOOR FLAN5 FOR STTLE CP 9sm LED (5W0 E KNG- SH, G459TEV- GSM. OR FII-%D GLA$5- FL) CO xuurvfR )T0.]7. adC C10 RF k1uCd01 3D2 f8 swcD o7-17-n RCNSCD I z DAMS BEWS DESIGN GROV! W LTATG irllSl URf QAf4N1AM1.01tW WT ill. VL' - •00 WWW. WY®tYVS(-.G1N owvFn uj 0 z un o HATO- ING LEGEND ddLArewi 111 O 0 Lr 1 o ° CMo J 0 MAIN FLOOR11515F. UPPER FLOOR 9815F. J TOTAL LIVING 21385F. .IL GARAYiE 4515F. LANAI 1285F. nnE ENTRT 145F. Aw naoR vuv HOLES TOTAL 50. FT. 21915F. MAIN FLOOR PLAN NOTES A`I SC F,VA'- I- C LH1 GARAGE LEFT I I I I I I I I I I I I I v4 7 - A050 FG rdL1 ukL 10. L .A SiIw.ar Y e•n t'.c E030 s{ 1 ABI. tw FF. ; t FGFE58 w. al 7'C 101.1 — MW i L CF.. UJ tMOW It Cl LWWALL tw. RaLw, LOFT 4'- 0' FLAT CLG. r Ir s BEDROOM 3 FLFL'- AT1.CLG. Rs b 4P w5n• ol sr J ue I a nc 1 BA1H 2 uG S'- 0• CLG. BEDR00 E14 l 9'-0' FL.] CLG. i0505N wart' TV SOERiso'- Q 0 y N. t8" nn ALL DERZCT EK4E AYJ fE`S0F OMSULL CORT UN Faly PER FBLR- MN EDffIN lWt E LL ig M i' siS TYPICAL W000 FRAME WINDOW SCHEDULE OS n: tFFiFR Z]L01.16. CN Flf xaK LOt J01 i8 nvED D1- rz-v WINDOW WIDTHSAMMOV M. W a8,OW WIND CALL-OU75 7 Cuj 20' IBIS FG. 2018 FG. 306 Fa40'8 Ill r o3 Z 24' 36' 48' Q oo 1820 FA 2020 FL- 3020 Fa 4020 FG. 1630 5H 2030 u 3030 s4 L030 5H WSH 2O40 SH 3M 54 ZW 5N 3 60' z 3 1" SN 29A 5H 35 0 54 tO5O SH 12, W5H 2O60 5H 3UC 5H 4060 54 GL. VERf Y M.A50WY OT.*0 FOR AL UNDO 5, Ln w WNDO21 SIZES END NSTA' LAlM rL4Y VARY PER 5 z MANYAGTUR- D 5=fGFKATIONS. FEFER TO FLOOR F LA S FOR 52YLE OF INDN D tSNGLE Wlr; SH,GA5MIT• CSMT,OR FIXED 4A55- W CLEAR OFBW, t;EU'HT5 ND. LFY WT5.DEFE 11 O-D%GF 41OFEULE 01DOW E LOCAI.EDWRE TNN Q PDE5 ASM VE FN'S1ED GRAD OR 53PACE BELCA RE MEW F4Rr OF RE CLEAR VtE M OF THE UhM SW.L PEA YNMY CF U PLIES AEOf_ 71E FNSEO FLXR CP 71E F47. N 01CN IRE UNDO$ 6 LOCATED. OPERATE W4 56006 OFUSMSSLWnFER4F atNWA TPAT ALLOW PASS E OF A < WA DIA`ETE4 SF1EE WERE VA OFf aW ARE LOCATED WMN 24 WAS CP RE FN'GED FLOOR FER FBC ]OC RES'CIMA. CEDE %01 OU FALL PFEVB.Ta DEICES 410 JIM GU4105. WERE MV[ DED, S44LL CD`P.Y ON ENE FECUR4.T E5 A45TM F VW PER FBC W FE'UMMAL CODE Ro03 Il DAMS BEWS DFSION QIDVP lSOSTAIE SIAFETIAif acam0. TS, MM .wn su.vss. noo r. au . ru. ueoo Fwx www4vvmEwacov 0 LU i O c I zm O 1 1./ Ce TO iF- O N oC M O J F- r I OQ I F— r I Rc RiOSNHT I9 2138 fO.R IFPER P_002 P.AV DtE61RS lI AE UPPER a - V DL4l -OlEs 46 - iAF UPPERFLOOR PLAN NOTES i VILE: VL" • 1.0' [.2Bl GARAGE LEFT Florida Building Code Online Page 1 of 3 i i ` o BOS Home I Log in User Registration i Hot Topics Submit Surcharge j Stats & Facts Publications Fac Staff Bps Site Map Links Search Bush's 1 Product ApprovalProfes . ` t' USER. Public User Regulation i'roanet fterew,t , ens' °bsa*nwk#tll+oii nail FL g FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/ Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsuitants. 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 J. King, P.E. 4, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YSv![ 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/prlpr_app_4tl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation ihstructions. Note- Glazing Shall comply with ASTM-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 Fi t co C Ra •r rer i CZ-gS NAME cgrts:odf 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 171-15225R3 AE' EVAL 15225 S-_ iMDdf F) 225 ii3 AE EyA! 1522S-b$M:tfdf Created by Independent Third Party: Yes F_ f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by with and without Sidelites, inswing and Outswing iTherma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (6'8 Door Products) and 15225. 6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Quality Assurance Contract Expiration C 12131/ 2021 Installation Instructions .. F1159?% n3 II rNST 1? 5:6=68.21f F1 t_5 R'3Ii INS;1,4225:6-80:odf. Verified By: Lyndon F. Schmidt, P. E. 43409 Created by Independent Third Party: Yes Evaluation Reports t.o7C a3 AF EVAI,$.6- 68.odf t F 5 R3 AE EVAL 15225 6-80 odf, Created by Independent Third Party: Yes ft_, ER Contact US:: ; 940'A6 rth MbnrotrSXreet Tatl* „- F13 p1i0Mt SSC<487.i824 he State of Florida is an AAJEEO employer. :QR finht _ J.{t 532111 ef.Ftodiiia :: 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 all to this entity. Instead, contact the office by phone or by traditional mail.. It ycu have any questions, please contact 850.487.1395. -Pursuant to Section 455.275{3), 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 providedmaybeusedforofficialcommunicationwiththelicensee. 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 c n be made here •available to the public. To determine If you are a licensee under Chapter Product Approval Accepts: Credi I StAEE' https://www.floridabuilding. org/ prlpr_app_ dtl.aspx?param=wGEVXQWtDgv3yV VKJZl Q... 7/20/2015 NOTICE_ OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 Certification Date: 10/15/2003 108 Mutzfeld.Road Sutler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 r`• Product: FiberClassie 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 certificationThishasbeenapprovedforlistingwithin label represents product conformity to the applicable specification and that all certification criteria has been satisfied. product Certifkadon P ram is accredited b Aroeriean National Standards Institute Ai S1: NAhCi's Certified Product Iaist n .at:swt V Ttstm rtin ti NAMI's. Design Missile The Test Report Number Configuration Inswing or Glazed or Maximum Pressure Impact Rated Comments Outswin Q a ue Size 3'0" 6'8" Pos/Ne 67/-67 No ETC-01-741-10703.0/L-2097/TT F-253 F X I/S Opaque x Single Opaque 310"x 6'8" 67/-67 No ETC-OI-741-10703.0/L-2097/TTF-254F X O/S Sin le ETC-Ol-741-10703 0/L-2097/TTF-253F XX Double i/S Opaque Opaque 6'0" x 618" 40/-40 No Standard Aluminum Astragal 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F Standard Aluminum Astra al. XX Double O/S Opaque Opaque 6'0" x 6'8" 47/-47 No ETC-Ot-741-10703.O/L-2097/TTF-253F Coastal Aluminum AstragalXX Double I/S 6'0" x 658" 47/-47 No ETC-01-741-10703.0/L-Z097lITF-254F Coastal Aluminum Astra alXX Double O/S Opaque Door 5'4" x 6'8" Glazed Sidelites Opaque Door 5'4" x 6'8" Glazed Sidelites Opaque Door 8'4" x 6'8" Glazed Sidelites Opaque Door 8'4" x 6'8" Glazed Sidelites Opaque Door 8'4" x b'8" Glazed Sidelites Opaque Door 8'4" x 6'8" Glazed Sidelites Management Institute, Tel: (804) NAMI AUTHORIZED SIGNATURE. 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F 40/-40 No ETC-01-741=10593 0/L-2097/TTF=253F StandardAluminum Asira al. 40/- 40 No ETC-01-741 10593.0/L-2097/ITF-254F Standard Aluminum.Astraal ETC- 01-741-10593.0/L-2097/TTF=253F 47/-47 No Coastal. Aluminum .Astra al ETC- 01-741-10593.0/L-2097/TTF-254F 47/-47 No Coastal. Aluminum Astragal Inc / 4794 George Washington 1Vlemoria l ; y/Hayes: VA 23072 684- 5124/Fax: (804) 684-5122 OXO/ OX/XO Sin. le wLSidelites ._ OXO/ OX/XO Sin le w/Sidelites ... I/ S O/ S OXXO Double w/Sidelites.._ I/ S OXXO Double w/Sidelites O/ S OXXO Double w/Sidelites. I/ S OXXO Double. w/Sidelites O/ S National Accreditation NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within1_ A.,.,...: ".. WatinnaI Ctandards Institute (AN5I). NAMI's Certified. Prod uct Configuration X Listin at` Inswing or Ontswin I/S N m a ica i Glazed or O a ue Opaque Maximum Size 653'0" x Designg Pressure Pos/Ne 67/-67 Missile Impact Rated No Test Report Number Comments ETC-0I-741-10702.07L-2096lTTF252F Sin le O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10 ]02.O/L-2096/TTF251F X Sin le x 6'8" 40/-40 No ETC-01-741-10702.0/L-20961TTF252F Standard Aluminum Astragal. XXUSOpaque6'0" Double....... XX O/S opaque 6,0„ x 6,8„ 40/-40 No ETC-O 1-741-10702.0/L-2096li-I F251 F Standard Aluminum Astra al. Double US Opaque 6'0" x 6'8" 551-55 No ETC 1-741-11008.0/L-2151 /TTF252F Coastal Aluminum Astragal . XXDouble Opaque 6'0" x 6'8" 55/-55 No 251 F ETC-OCoastal Aluminum Astragal XXO/S Double Opaque Door 5'4" x 6'8" 40/-40 No ETC=01-741-I 1008.0/L-2151/TTF25ZF OXO/ OX/XO US Sin le w/Sidelites _.. OXO/ OX/XO Single w/Sidelites O/ S Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed. Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed. Sidelites Opaque Door Glazed Sidelites 5' 419 x 6' 8" 8' 4" x 6'8" 8' 4" x 6'8" 8' 4" x 6'8" 8' 4"x 6'8" 40/ 40 40/- 40 40/- 40 55/- 55 55/- 55 No No No No No WAshinotAlt ETC- 01-741-11008.0/L-2151P1TF251 F ETC- 01-741-11008.OiL-215]/TTF252F Standard Aluminum Astragal ETC O andard AlumOnum 1AstragalF251F ETC- 01-741-11008.0/L-215I/rrF252F Coastal Aluminum Astragal CETC- 01-741 -11008.0/L-2151/ITF251F Coastal Aluminum Astra al .. . Memori2WHIrlMayttlayes, VA 23072 OXXO Double w/Sidelites . US OXXO Double w/ Sidelites OXXO Double w/Sidel: ites :: OXXO Double w/Sidelites. US O/S National Accreditation 6i 1VlaOagC111G1L&, 11104--1 --- I- -----e- -- -- -a I.. Tel: (804) 684- 5124/ Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 4' ti ru 2; MULLION ti) 1% I I 11 MULLION 4, SHOWN FORSHOWNFOR xzMASONRY : 4 .1 , . I I - MASONRY REFERENCE a . MASONRY. .., I I REFERENCE OPENING lyp; 11 OPENING TYP. HEAD OPENING EA' I I IEAD gz JAMBS HEAD 1- 5qz( JAMBS & JAMBS 2X BUCK: 412XBUCK x 2X BUCK —/,- Ln MULLION SHOWN FOR rn (j 6REFERENCEItT II II 11 C8 Ix En 41 SINGLE W/SIDFLIT BUCK ANCJJOSI 0PIM—AUMORINC 4 4 4 —44#. -1 r 4- MASONRY OPENING i. Mm- ck min. S.G. k 0.55. 2X BUCK tit, the comers may be adjusted to maintaln, the min. orI66ad i joints. 2 ons noted as "MAX ON CENIErmUSI be uOlLysted to am ade may be;jeqt*ed to ItIO "MAIL ON 4W not omed. 3. Concrete anchor table; AKeIfOit ANCH01f WAIMAdW rM TW r TAPCONO ILCO 114' 1-114, ULTRA9TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE 11 11 II II 4 MULLION SHOWN FOR A MULLION TYP. REFERENCE SHOWN FOR), REFERENCE I HEADJAMBS II 2X-) y x I BUCK 4i t 11, ASMOAL SHOWN It aFORREFERENCE111R 0 C6q W. Lvtjkr.-.v.v-v.,1 MASONRY DOUBLEBUCK ANCHORINGOPENING BUCK ARQ1iMN.-Q 5. 2 1/12 NA. S. JK LFS W0 N0j 75225. 5-68 ro 2. 1 15 I VIEW 1C1-:Q 3` 7 SEE NOTE 311 ISHEET3jfSEEDETAIL "J" II ASTRAGAL- MULLIONJ SHOWN FOR SHOWN FOR REFERENCE REFERENCE ONLY 05' RN c & IN , ip n 64 PAIRS 30 ci T p. 3- 3' W/ 2X BUCK VF SEE REJAILL A;JINSTALLATION W/2X BUCK A NW/ IX BUCK ru ui I N R ' p, WINSTALLATION wo BUCK Locn n TYP. HEAD En INSTALLATION ci ?e JAMBS 04 WN FOR -:HEAD d REFERENGE. I JA118S ONLY SEE DETAIL " 4' SEE DETAIL 0 = = 4, 1 .1. . rj q wN 11 - i I!rj - 6 m . 5. A DOUBLE DOOR WISIOELI S VIEW "E"- "E DOUBLE DOOR VIEW "Al -A' pfoM W1 OPMM CORRUrATM FAWFNM_ MM 130 (M. Al SIDELITE TO DOOR Ams cowEc"s) W/ 2X BUCK INSTALLATION W/ IX BUCK INSTALLATIONOI W12X BUCK Item DESCRIPTION Material A 10 x 2=7 z PFH WOOD SCREW STEEL. X I - REW. STEEL C 10 X I" PFH WOOD SCREW STEEL 1 10 x 314.- LG. PFH WOOD SCREWHin e fo Frame) STEEL 7 10 2" LG. PFH'WOOD CREW x - STEE 3 Pr_ _S B x 2=712"-LG H 0 1) SCREW STEEL 1/ 4" x 2-3 4 PFH ELC CONCRETE SCREW EL 7- 1 4, x 1-3.4 ITW P k ON RETE' SC ' REW STEEL 9 1. /4 * x73-73/4. 17W PFH gONC SCREW STEEL 1116" x4 ST EEL 71,/4 13 MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 1 16 4" X 1-1/4" PFH (TW CONCRETE SCREW STEEL 2, 2 Jac h DER JAM P UUG,41? PINE. SG >7 5-Cffi Ll FPAD 112 - XI-, X 25 GA. CONNUUA i EQ- WOOD 111STALLATION, W/ 1x BUCK p-ELm1L: c INSTALLATION DETAIL, "3' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. t DETAIL " 4" HE Im, Vy: JK 14 jtw. or. LFS ;3 omwm FL- 15225 5-68 INTERIOR INTERIOR. 1 VER71, CRO S sSON EXTERIOR 41V 'i gLXWW—NON w m CR C A ttfsw*V con gur.Ot*n.: EXTERIOR - INTERIOR rs VEMCLuaoss SECWH. INTERIOR EXTERIOR lez u VEMPtAIL d0dil SECT10141, Ac X. go 5 . Ia. N:l j D*k*IW MO,, FL-15225.5-68 MASONRY OPENING 2X BUCK SINGLE DOOR BUCK ANCHQRING j r 1 i I I `+-MULLION i 1 f V'b r "•: n I J 11 .•! r o m_o MASONRY 4 I I SHOWN FOR MASONRY . OPENING lYP.:) l • R. ...' a OPENING tyP{ ! I HEAD CIII'.„ :. ti H.1 MAI. I o z BS: JAMBS E I) m z c r`: c o 9 mn`aI I I It II a "d n II i { oZ 66 `) 2X BUCK o 1 1 of o 1 MULLION .' J '' ° ia 1. 1 LI: SHOWN FOR 11 I I REFERENCE l l a 2X BUCK 11 JI it oo Ko W INGL /SIDELITE SINGLE W/SIDELITES . 1° BUCK ANCHORW MASONRY OPENING NOTES: 2X BUCK' 1, 2X bucbunk min. S.G. t Q55- an GONCRFIE ANCHOR NOTES: I. Concrete chor tocan at the comers may be adjusted to maintain the min. edge distance to mortarlaints. 2. Concrete anchor locations 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 table: ANCHOR. ANOWA M{N. , C. T15 IiAf1 11(AY tNMI ClfilRli .:. 1b5 AWA.CIW, LYRE SiiP .. EM6 pJltllll Ems: _ . .: A060k TAM" 1/ M i•il" 1" U 1jACON. v-%, 13-VEALLIM q' " 1 •.CL o 44 I1 it I I \. q I{ o p MULLION N U I I SHOWNNFOR p SHOWN FOR I;{ TYP. HEAD II, TYF'.. II REFERENCE U REFERENCE IJ JAMBSIIASTRAGALHEADU 1.1 1n s SHOWNFORdrJAMBSN; REFERENCE U Il It ASTRAGAL I{ 1) 2X- { { U _SHOWN FOR I {. x BUCK I REFERENCE JJ E 1 it am. 2,.21 f2:. ofd0 scat: N.T.S. cwc, en JK A. 777 : wkar:. LFS itOUBLE DOOR MASONRY DOUR W/SIDELITES FL-15225.5-81 sHssr 2 or 6 HV-,L ANCHORING OPENING BUCK ANCHORING. N 4 4 0 W/2X7DETAIL ' T3lr7 INSTALLATIO SUCK SEE N W/IX BUCK SHEET .3 (9)iNSTALLAT10h TYP. HEAD MULLION --/' JAMBS SHOWN FOR REFERENCE ASTRAGAL{ ASHOWNFOR REFERENCE ONLY W. 1. SEE lOErAIL, p, 4* d6 i 1IVIEW V-1 QOUBLF DOOR W/SIDELLTES Ow", 41 MT tn ti uj 0 A' L3 N, 3 may. cfJt 1, 6" W/ 2X BUCK: A SEE DETAIL INSTALLATION W/ l x VN INN. i: TYP. HEAD & C5 JAMBS AstooAA ISHOWN 'FOR . REFERENCE ONLY 9 LSEA E ')ET I is 3 SHFRAQAL- NFORWC RERENE ONLY A VIEW " F'-!E DOUBLE Q "A" SHOWN W1 OFMX4L CORRUGATED FASTENERS. ffM J30 (TYP, ALL SIDEUTE TO DOOR JAWS CONNECTIONS) C To Iterm, DESCRIPTION Material A 10 x.2—I 2 wo SCREW STEEL TU A I -- W D L c keTo x I ?-'t- K 11,516, SCREW'S 10xj4Lu, FH WOOD.` SCREW Hinge Frome T—EEL1 4 4. x X—j If PFH ELCO OR ITW CONCRETE S STEEL 1 4" x 1-3 4" ITW PF-H CONGHLIL ::,L;Ktvv- STEEL STME 1 4" x 3— 4.ITW.PFH CONCRETE SCREW 11 6X 3 P SG 3 16' x 3 1 4, iTW PFH CONCRETE SCREW STEEL f 4., x 3— .* .ITW pFH CONCRETE b MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 301 OR HOLLOW 13LOCK CONFORMING TOAS7M C90 16 1 .4 X. 2-1 4 F Fff ITW CONCRETE SCREW,... HEADER. - JAMB Fl OOD W213. 4' THK. PRESSURE TREATED Sf LITE PAD 30 1/2" X I" X.,25 GA. CORRUGATED FASTENER 0 DETAIL DETAIL ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. A DETAIL D 2 1 nz. xae 2 21 12 2 C& E-. N.T.S. 22 WG, 1w.. JK LFS o FL-- w. ft, 4 D, 6 a `: v rca: cRoss s crror b . ,kawingconfipua6an EXTERIOR. 2 1tEl CA .CR 5 .S GitON: 11tSw1yg,cOnlS{1to11on EXTERIOR INTERIOR INTERIOR EM'MCA" Cr"10S onGgurf 4 i 6p o m. WS« •. znr7 i INTERIOR EXTERIOR. ','xt* t •y `t " m Z , NNm 9 o O JG V3 VERNA SkEgnom EXTERIOR INTERIOR z Z d F 13 . z J 2 6 VPRTi At CROSS SE N: ac 21 1Z: °_ O d Oilfw+lr3QctMfigWriori *46 N.T.S. i bm. ei: JK m cmt BY: LFS OR/ JtfHC' NO::: N F4715225. 5-80 n n P t : tlOR1IONi'AL C/f SS SEC 2 ,pulyvAn b y0t tion E INTERIOR U3 HOIR1111'.1ONTAl C OSS 3IFC"ON rlibrlgurotiun C, a: E h INTERIOR J-1 EXTERIOR I NORiX NiALCROSSSECTIOIM uhv4ng comb" b 9(Fb' jamb I INTERIOR EXTERIOR HORilOMA1 CRGISS SEC1tO1V . a Qv i lamb bWcmon 0 N O z n° N.T.S. c. a* 1K n NIc er: LFS 3 RAMC NO.: K n FL-15225768M on yiFir 2_'or5_ :. iu.. n K m or f ~ , i • oN3'. 1• ~ ads a T " n rf.> n I ill 69116HEAD a Zm nd% c•°: oN e° TYP. ® HEAD 0 4. 9/16HED p01116"HEADON n Aoatn.1o TYP.@HEAD 491i".HEAD11F/1' HEAD ULLION w A 4 MULLION:. Q > ° SHOWN FOR ° Z SHOWN FOR Ch REFERENCE M 4 j ^' ` 9/fCJAMS- REFERENCE `M a u (, 6- 9/1 6"JAMB ^ O MBS TYP. ®JAMBS ' 3d b9114 JAMO ^ O ^ O 4A 16 JAAMB _ c N M9/16" JAMB_ YR o JAMBS t1 / 4Ar''16"JAMB ;, 4 ' 1d SEE o I x o SEE DETAIL'1'l. q z iJ, .:. DETAIL"S o I - .10 — SEE '- 3 n a o d \ SEE DETAIL'? L' 3' i ^ Iv DETAIL-C 12 . Ita j` 1 §N a 12: 'in 1 o . VIEW "C =" C" SINGLE DOOR W/SIDELLTES VIEW "E" "E" VIEW "D"-"D" SINGLE W/SIDELRE VIEW "B -W SINGLE DOOR VIEW "A' -"A" _ r H ry. 26 H. CCPtC AN DR N 74 i i lb ondwkwallawa the comers may adjusted To maintain the min. E edpe pfpnblrtot.!6 . 2. Canasta grichorlocafions noted as -MAX. ON CENTERi mull be adjusted h DETAIL 'i" i maintain the min. edge distance to mortar)olnh, additional concrete anchors _ DETAIL ."$` . o may be required to ensure the mAX ON CENTEK' dimension are not exceeded g 011 z i 3, Concrete anchor table: - F: AIfPb A! NLLr M1N' Ellf C ANCHOR Af7GNOlt ifbllio81RYiCAD1tG,. 27 N r r 1yPTAPCQN 6 Salk FJMO k& fF, Ifiik 4" y ELCO 1/ 4" 1-1/4-24 ' 1" DETAIL "4" Ham 2 2) 1'2 : an ar uL mM . - 3I16. ASSHOWNASSHOWN24D+c, Br:"N JK 0 TAt O. N t7YR. BY: LFS w .. F DEIAIL'T' et+ ar.aro.r " SIDELITE NOTES: DETAIL FL- 15225-68M 'o fie sfdelife Is direct set into the jamb with (12) N8 x7' Pfh. wood saews. There are (4) of each Secun n ve lid jamb, from the top down at 13.5; 31 ", 48.5' d 66". There are (2) at The header of 4" y 4 pr I) y from the outside comers Of the frame, There are (2) at the sill, 4" from the outside comers, c 2 R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building Industry C P.O. Boa 230 yalrieo, FL 33595 Phone, 813.659.9197 Florida Board or professional Engineers Certificale orAutlrorization No. 9813 Manufacturer Product NameProductSubCategory Therms Tru Corporation 118 Industrial Dr Smooth -Star" and "Benchmark by Thermo-Tru 6'8 Single & Double Opaque or Glazed Panels w16 w/o Sidelitesp Category.. Swinging Exterior Exterior Door Edgerton, OH 43517 Inswing I Outswing Doors Assemblies phone 4.1.9.298.1.740 Insulated, Fiberglass. Door with, Wood Frames Scope: Therma Tru CorportEvaluationation, based onportissuedyRWBuildingConsultants, Rule Chapter No. 61G20-3,IMethod 1A of the State Schmidt, Florida Product Approval, Dept. of Business 8 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing ordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Umltations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity 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 AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturers installation instructions. r-cantor distances shall be specked by the fastener manufacture, but in no instance shall they 4. Fastener embedment depths, edge distance and cente 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 shalt 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; e#teoart Noy ETC- 0't=741-10702.0 ETC- 01-741-11008.0 TEL 01460147 2. Drawing No. No. FLA 5225.5-68 3. Calculations Anchoring Test Standard ASTM E330-02 / TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E1886-02 / E1996-02 EMp red by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, Inc...(CA#9813) Sheet 1 of 1 Te fftta 1,aboratosv ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Storied:&.$ sated tart Lyndon F. Schmidt, P.E. S 2110A Seallid b i _ Lyndon F Schmidt, P.E. tit!# aifr s Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 6/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST SE SEPARATED W17H APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER. OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6053—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/116" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM, EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION 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 IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI, C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, FIX TABLE OF CONTENTS SHEET N0, DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS REV DESCRI.'flON wE APPROVED A ADDED ,RANGE AND FIN INSTALLATION 72/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. T l— 16 -3 a) 2-, 4 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES llxNrrx: DWG ND. V. L. 08-022 49 s' 'E NITS DATE 10/30/13 S"EET 1 OF 10 SIGNED: 10/23/2015 ENS r TAT E Or' • v i FS:c OR10P G iO ONA 11 C\ 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 17" MAX O.C. - 6" MAX 6"'}MAAXX I I 17" MAX Q.C. 96" MAX FRAME HEIGHT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.01PSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS REVI510N6 REV OESCRIPncN DArE I APPRP/ED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 I REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART #1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psi) Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 1 42.0 48.0 in) 60.00 72.00 1 84.00 96.00 Pos I Neg Por g Pos Neg 84.0 40.0 58.4 40.0 9 40.0 45.7 83.0 40.0 55.2 40.0 0j45.4 40.0 43.0 A35.035.0 92.0 40.D 52.4 40.0 00.0 40.6 96.0 40.0 49.8 40.0 1 38.4 38.4 CHART #2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED, SEE NOTE 9 SHEET I Design pressure chart (pst7 Frame Single Panel and Total Frame Width (In) Height in) MO 36.0 42.0 1 48.0 60.00 72.00 64.00 96,00 Pos Neg Pos Neg Pos Neg Pos Neg 84.0 58.4 58.4 50.9 50.9 45.7 45.7 42.0 42.0 88.0 55.2 55.2 48.0 48.0 43.0 43.0 39.4 39.4 92.0 52.4 52.4 45.4 45.4 40.6 40.6 37.1 37,1 96.0 49.8 49.8 43.1 43.1 36,4 36.4 35.0 35.0 CHART #3 Number of anchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 1 42.0 48.0 in) 00.0 72.0 84.0 96.0 HSS TJamb H8S I Jamb HdS Jamb HeS Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 5 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 5 6 TL L 6 33 ?-, Lf MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTE 96" x 9fi" ELEVATION DRAWN: DWD No. V.L. 08-02249 O'E NITS IDA1E 10/30/13 1s"-2 OF 10 SIGNED: 1012312015 tF.- I ILI0 i VOENSF9cP/ R =* o at *= OAYE OF REV `O<<''PCORIOQ;• c M FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 17" MAX O.C. 'I 6" MAX 6" MAX i 17" MAX O.C. T_ NX WE HT 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED t35.0PSF NONE SEE CHARTS,7t AND A'2 SHEET2 FOR OTHER UNITS RATINGS REVISIONS REV OESCRIPTICN GATE MPROVEO A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 I R.L. CHART#4 Number of anchor locations required Single Panel and Total Linit Width (in) Frame Height 30.0 35.0 42.0 48.0 in) 60.0 72.0 84.0 96.0 H8S Jamb H&S Jamb H8S Jamb H8S Jamb 84.0 4 8 5 6 6 6 6 6 68.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 5 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION ORAWN: OWC NO. V.L. 08-02249 s- NTS DATE 10/30/13 s""T3 OF 10 SIGNED: 1012312015 R( IILIo4ACENSF9`P OT((ATE OF 5- is1ONALIE 1/2" MIN. EDGE DISTANCE RENSIONS DESCRIP110N DATE I APPROVE ADDEO FLANGE AND FIN INSTALLATION 12/10/1.) R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 3/5" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 1 /4.. MAX. SHIM RIO WOOD SCREW SPACE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACEF INTERIOR t/2" MIN. EDGE DISTANCE EXTERIOR INTERIOR 10 W000 SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT L- 10 WOOD SCREW EXTERIOR HOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS Zx BUCKOR BY OTHERS WOOOFRAMING OR 2X BUCK INSTALLATION MIN. ENT m VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLAT7ON NOTES., INTERIOR ANO EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIIXETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 t J SIGNED: 1012312015 MI WIND LLC oOLAKEs oAYWS PDOORSFLOWER MOUND, TX 75028 S1lRiiIL10 / ENS 9cP i F• SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x O FRAMEINSTALLATIONDETAILS TAT OF F•.' c-CORO't- DRAWN: nwG ND. REV 08 B ss'ONAlL1?G\`\ Sr"'c NTS DaE 10/30/13 s02 49OF 10 METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE IIr 1/4" MAX. 2 r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3 4" EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. RERMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MI EDGE DIST/ 1 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS DESCRIPTION DATE APPROVE. ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION IS 2 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" x 96" FRAME INSTALLATION DETAILS DRAWN: DWC NO. V.L. 08 —022 49 SCALE NTS PATE 10/30/13 IsHTE75 OF 10 SIGNED: 10/23/2075 VCENSF 9cP L*. _ 1 TA OF0F ; i `E`' 44RID? • ' P.EMSIONS 2 1 /Z MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/1 D/l3 R.L. 9 REVISED INSTALLATION DETAILS 05/03/15 R.L. 1 1/4" MIN. e. EMBEDMENT CONCRETE/ °` . 1 1/4" MIN. MASONRY i EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL - 1- XTOBUCKBE TICEERLY 2MIN. . r INTERIOR SECURED EDGE SEENCTE3SHEET 1 DISTA 3/ 16" TAPCON i 3/ 16" TAPCON' Fil El CONCRETE/ MASONRY a BY OTHERS 1 EXTERIOR INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT v >" 3/ 16" TAPCON EXTERIOR OPTIONAL 1 X BUCK JAMB INSTALLATION DETAIL MASONRY/ TO BE PROPERLY CONCRE7E7MASONRY INSTALLATION CONCRETE SECURED BY OTHERS ( SEE NOTE 3 SHEET 1 NOTES: a 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. EMBEDMENT NOT SHOWN FOR CLARITY. t 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE e ' DESIGNED IN ACCORDANCE WITH ASTM E2112 u2 1/2" MIN. VERTICAL CROSS SECTION E EDGEDISTANCE3J SIGNED: 10/23/2015 CONCRETEJMASONRYINSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY ``5 R. LO ii i FLOWER MOUND, TX 75028 , 'VGENS 9`r SERIES 420 SGD REINFORCED WITHOUT ADAPTER 41AT o6196" x9FRAMEINS7ALLATIOiONDETAILSOFoPAWN: DWG No. REv %'`Qs:c aR10P SCALE GATE 08 s0EE249 B //S ONAL1E\ NTS10/30/13 6 OF 10 1111 7 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 10 WOOD SCREW 1/4" MAX. SHIM SPACE REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/0/15 R.L. 1 3/8" MIN. 1 /4" MAX. EMBEDMENT SHIM SPACE 10 WOOD SCREWS T- 1 /2" MIN. INTERIOR EDGE DISTANCE EXTERIOR INTERIOR 0 AL9ED0O E SET IN 10 WOOD APPROVED SEALANT SCREWS j EXTERIOR WOOD FRAMING OR 2X euC, JAMB INSTALLATION DETAILBYOTHERSi I B, q WOOD FRAMING WOOD FRAMING OR 2X BUCK INSTALLATIONOR2XBUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM Elf 12 MIN. VENT ZA SIGNED:1012312015 MI WINDOWS D LLC 0C LAKESIDE PARKWDOOAY FLOWER MOUND, TX 75028 OENS 9sf% z 0 it= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9ST x 96" 1 w+` FLANGE INSTALLATION DETAILS o TA' Of • 40RVCI. DRAWN: DWC N0. REV V.L. 08 49 B G'Z'\ AX/XS7ONAL4E X` s0DATENTS10/30/13 7 OF 10 R 3/4" MIN. j EDGE DISTANCE METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS EXTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. E r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT T- 3/4" MI EDGE DISTr 1 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RECISIONS DESCRIPTION DATE I APPRarD ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS OB/03/15 R.L. JAME INSTALLATION DETAIL METAL. STRUCTURE INSTALLATON L— 41-1— SIGNED: 7012312015 MI WINDOWS AND DOORS LLC UtILlUrri FLOWER MOUND, TX1900LAKESIDERKWAY 75028\\OENO SERIES 420 SGD REINFORCED WITHOUT ADAPTER f*• 9ST x 96" FLANGE INSTALLATION DETAILS n 90, TAT OF-, DRAWN: DWG NO. REV F<ORI P• \ 08 B ATSCALENTSDE 10/30/13 s"EET89OF 10 2 1/2" MIN. EDGE DISTANCE a E.. 1 1/4" MIN. a. CONCRETE/ EMBEDMENT MASONRY 1/4 VAX. BY OTHERS F SHIM SPACE OPTIONAL 1X BUCK TO BE J PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II L1 II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT a 1 1 /4" MIN. a EMBEDMENT REVISIONS DESCRIPTION DATE I APPROVEO ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTAUATION DETAILS 08/03/15 R.L. 1 1/4" MIN. EMBEDMENT I 1/4° MAX. SHIM SPACE MIN. ` EDGE DISTANCE y 3/16" TAPCON CONCRETE/MASONRY BY OTHERS Q .. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETFJMASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 i J SIGNED: 10/23/2015 EDGE/DISTANCE VERTICAL CROSSSECTION MI WINDOWSD LLC IRtltcloCONCAETE/MASORSlNSTALAKEs nPARKWAY FLOWER MOUND, o TX 75028 OENS 9B SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9T 95" FLANGE INSTALLATION DETAILS din ` S • $$TAT OF DRAWN: DING NO. P.EV 0'cF•.'O< ORID?• V.L. 08 8 DATE SHEET49 NITS10/ 30/139OF10 WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN e WOOD SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/15" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE 7/16" MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT REVISIONS REV DESCRIPTION D- APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. E REVISED INSTALLATION DETAILS 05/03/15 R.L. 1 5/8" MIN.' EDGE DIST. TRIM s 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS IX BUCK BY OTHERS, HOOK STRIP iX BUCK TO BE PROPERLY SECURED 3/16" 7APCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE TRIM 1/4" MAX. 1 3/8" MIN, SHIM SPACE EMBEDMENT INTERIOR WOOD FRAMING BY OTHERS INTERIOR TRIM INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLA77ON SEE SHEETS 4-9. HOOK STRIP HOOK STRIP S CREW SCREW5iCREW DRILLING PANEL EXTERIOR EXTERIOR I INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKIW000 FRAMING METAL STRUCTURE 2 L SIGNED: 1012312015 MI WINDOWS00LAKESIDD DOORPARKWAY LLC \`\`\\S lF,- L/0 FLOWER MOUND, TX 75028•Y GI-NS' F NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER =*• p,51 Vic= 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, - 96" x 96" NOT SHOWN FOR CLARITY. NAILFIN & HOOK INSTALLATION DETAILS l = $TAT` 2. PERIMETERAND JOINTSEALANTSY OTHERS TO BE 0 DRAWN: Dwc No. gay •'c 0R1pP .' 4' DESIGNED IN ACCORDANCE WITH ASTM E211229 iFS " - .. • G cAr_ENTS D"' 10/30/13 08 s" EE-10 OF 10 B ' A/s NAL1\\, Florida Building Code Online age 1 of IT BCSS Nome I Lop In User Registration Hot Topics Submit Surcharge I Stats 6. Facts ; Publications FBC Staff I BCIS Site Map I Links Search Emduct cr I ollCil.4.ME Silkh:>: 662t!gli W > APPjl0tion,0 tal! . FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336) 251-1309 danny.joyner@amarr.com Brandon Gentle brandon.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. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE L:! Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 11 I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity `. Yes No N/A FL5302 R6 COCIAUMEA O.n f. it ,5 4 5 Ctf_ Product Approval Method Method i Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 FL # ..Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No f " W 116 Ii IRC 6009'-110-1'1 D yt114i 7-10-FL.ndf 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. FL5302 R6 AE IRC-6009-11041 Report 7-10 FL 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); Oak Summit (M650) Dwg. IRC-6009-100-A. Thru 9' wide. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.8/-18.7 Other: Design Pressure +15.8/-18.7,Not for use In HVHZ, Glazing option shall not be used in wind-borne debris region Installation Instructions k5302 R6 11 iRC-6009 100 11 rawino 7-10 sealed bdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL530 R6 AE g Ct409 100 11 reogrt 7 10 Sealed odf Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 53023 Stratford (M600); Heritage (M950); Oak Summit (M650)""" Dwg IRC 6009-120 15 Thru 9 widQ`a, Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.8/-26.9 Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region Installation Instructions FL5302 M II IRC46009" 120 15 Drawing 7 10'FL Rdf Verified By: TON SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRS=6009-1Z0 1b_pi„Z- FL.adf 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 Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. &5302 tt¢_gkAK_-fiQQ 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 W3,92 R L11gC-6f) 4 FL -Of Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 'Evaluation Reports https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31,0/-35.1, Not For use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a 5302.6 Stratford (M600); Heritage (M950); Dwg. IRC-6009-150-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35.6/-42.1 Other: Design Pressure +35.6/-42.1, 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 7.- F Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Lgh "AE IAC 6009 150-15'Repgy 7_1Q 1 Created by Independent Third Party: Yes 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes F15302 R6 II 'fR-6Q49 169-1 pfawing"7-:10 FL.odf < Verified By: TOM SHELMERDINE'0048579 ' Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use in HVHZ. FL53Q2 R6 At IRS:- gqSReoort 7-.iQ_ FL<odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No 30 R jE mfQiC it 05 Drawing 7-10 FL ndF Verified By: TOM SHELMERDINE'0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not For use in HVHZ. FIL530 RCS A6' IRC-6016-100-15 Rea grt 7 10 FLPalf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg, IRC-6016-110-15, 10' Thru 16' wider Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5 Q2 R6 11 IRC-6016-110-iS l)rawino 7=10 FL 6dfi; Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use in HVHZ. FL5302 R6 AE tRC-6616.1104S Rei6drt 7-10Ft.od Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 II .IRC-60i6-.120;:15 Drawing -10 Fi .i)J. Verified By: TOM SHELMERDINE 0048579 ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. LW, 02I46, AE IRt-60i6-120A5 R9AQ97-10 FLQdf 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 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Stratford ( M600); Heritage (M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Installation Instructions 3A7 ft6_ l JRC_601643'64S PL wln 1 Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6: At IRC-6016-130-55 Reoort 7-20 OLodE Created by Independent Third Party: Yes 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=wGE VXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 IT Limits of Use Installation Instructions Approved for use in HVHZ: No R6 II IRC-6016-140-17.Ddf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +30.1/-33.8 Evaluation Reports . Other: Design Pressure +30,1/-33.8, Not for use in HVHZ. 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. 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: NoL?rawing Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +29.7/-33.8 Evaluation Reports Other: Design Pressure +29.7/ 33.8, Not for use in HVHZ. L5302 Ft6 AE IRC 6016 1a0 24 report 7-; RM&Ied p f 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. 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions FL5302 R6 11 I1 C n6l]1 t6.145-24 drawing 7-10 sealed Rdf. Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Other: Design Pressure +31.9/-37.2, Not for use in HVHZ. Evaluation Reports EL53()2 AG AE tR $Q16 145-;4 r- rt -10 s at d.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 162 thru 18' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions F1,00 IfL_ I_(R - 01 -1 - - 'i3r wi 1-1 F . a. Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Evaluation Reports ELUA R6 AE >IR17-6018-1111-15 Reoort 7-10 FL pdf Created by Independent Third Party: Yes' 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 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions FL5302 R6 Ii IRC 6018-120 5 brawing -l0 FL.bdf: Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Other: Design pressure +21.6/-24.5, Not for use in HVHZ. Evaluation Reports FL5302 R6 AE IRC•6018-120-15 Reoort 7-10 FL odl' Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. earl IMext Contact Us :: 1$aR {prf(f t4prttreot Tapaha55sre:FL 323§9 Pt+one: 850 487.1824 The State of Florida is an AA/EEO employer. CoovriohkitlQ,Z3Q1,'}„$lile.of florid .:: Privacy Statement:: l - i :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 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 emall 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: y teck _..... Credit . r https://www. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 2' 20GA STRUT ATTACHED V/ (2) L,' x 3/4' HEX HEAD 'SCREVS AT.. EACH END STILE 3. 2OGA STRUTS ATTACHED V/ (2) 1/4' x 3/4'_- HEX HEAD SC AT AR'EABLE,RQLER CARRIER CENTER STILE: x%ER H ,ACRETIER SEE PAGE 2 FOR DPTIGNAL GLAiEn SECTIONS STRUT AND STILE LAYOUT 2 eOGA XI i, HEX TVO--( 2) ROWS VENTS. EUTALS ARABLE D ON PACE 3 pJOC; FIR STRUT SPACING AGA, DUEASAFE CENTER HINGE ATTACHED V/ 111 114 314' HEX HEAD SCREWS KNEW 2D GA STRUTS g1! ON TOP SEGTIDN. T 1FA(lilfiC AiTMYCB Vl::. 12A$. SCREK MI ADJUSTABLE SLIDE BRACKETTACICB- VIM ..{/, R.1/2'. BOLT AND NUTS S mr TRACKS: AT THIS LOCATION 1/ 4'-20 TRACK SPLICE BOLTS a NUTS 70 JAMB WITH (3) 5/16' DIA..x 1-5/6' ZS>` 01 LMI tfALATs A_ dHWB. THGJCAD IY. GA. GALV. STEEL G JAMB DRACKES END HINGE 14 GA. ATTACHED W/ (1) 1/4'-20 TRACK SPLICE BOLT a NUT' T OR (2)WIETS B aBD CAL- DR. A6;{:. 6 lXLT9E np LSE£ TABLE 31 CN PAGE 3:'.. N, T,$ FOR. JAMB BRACKET SPACING 80Tfd1 St/it%Ef TRACK-CONFlGURATION FOR. 6'fi' VP TO14'. TALL.000RS ATTACHED W/:( 3). 1/4' x:3/4' HEX HEAD SCREWS e'- x 20 GA STRUT..••,•.•. STACKED ON BUTTCM BRACKET A. _ 18R1"@kf D I ERADQ'I €(&DE D9) IB/OS DW cimwm WAS ows O , CON60 EEiT 4. tP ffiD BB& P 2 A C4j 7( T Lvomllvo r w su aBo s crt) or A="t o vt w1 isnae" _ o 3/,• 2". ' ON BOTTIN B 'q 15' l ATTACHED LER V/ 2> 1/4• x.3/, "O. & E E T ®. Z HEX HEAD SCREWS AT MAX SIZE &&& Z.a. o EACH END STILE O 9 X 14 r. wmaDROF WADE DESIGN LOAD_ BDTTEN BRACKET' + 226 PSF' a< z'.Y T weu o„ 13 GA TNIC ATTACHED YAX< RRTrR do- -28 9 PSF c .. HEX HEAD SCREWSTES 34.2 PSF IIL9FN LOADS404 T BALL. SF - j§ ROLLER v/ 5• srTEyMp e? a r"'A*``Y. 2 iZY'-'""BLIjt_ t31M HdtACKET . FL 9 1< ALL T>E LOAD FROM 1)E DOOR 6 1NAtEFTRMF m RE vm".x. (RACK FROM t E )RATX THE lDM s. TRANSFERRED. tO THE it7R11CAL JANBS 1NE HORILIXrtAt JWB CA HEAOEM REQ]KR NO PORRW OF iHR LOAD 7RAN9F9HED FROM NII WOR: i63 CN(RlA6C-LTBAT VINSTIBH-SAIEM,-NC 27163- ME7)M00 '.TESTBtO;WAS:BN'S>BSTAN ... 2:.FXN-NRTKAL JAMBS—WIFT WYM41Y K90R TOMS OF: OR MNIQ:WIN TNk PRgGEDWYt OESCIL 8E0"IN AST4 _.1oza 1$AT a -12L1 EBs/TT YODII:'/850 -OAK 5i7HM17 nJburaSafe.... tMD AN0. 449/1)ASMA HIS, 1HE PRESSURES SHOWN ON 7HE - 3v DDCAB AW HARDWARE 9LL RE DE904M MANUFAL'NRED. Main '[ ) Tr DE'• Bj+Q AWNC'S;WERE CALCULATED. USNG ASCE 7-10 WITH THE :AND HBTARUD:TAtN $TAIaiAROH. AS SET FDRTH"OA91A PPRAMETERB {i' KEEP CF 90IXt WIDTH IN TIE: -I. DOOR sECiMDR2 9fA1i aE. n Da wH (.Mal. RODUM FORMED 'UGHT MODEL gw{1 it TAGI W jD1ATSkiit6 k00F'T, T`,4W °tdA d1A TT - S1tOT'1:. •T,oit;C n1poth.:&: Q61E BTBmat}t.. Pauel'B Sr-9: H+PDRiMG SIRuc1URAl k1.GMDMa 5lWA L - MO SPEED' MPH) %29,1 122 o" A aeaaTRm RRDHEsaaHAE v+RnlrR FDA RRro tansBY__.. .. . D G " D p`: WgGTEP W 1N6 DMRRYG N AMTIOM 1D O1NFR LOADT6S BZE DRAIN .OIJ 0.41E W4/b3 - DRAIN tAiHA . r R yr 1a 1s 8 D1FOmeT..AAE .DATE ,05/4M Ku-6009-120-15 ' 447 I OF 3 GLAZING OPTION CROSS SECTION GLAZING NOT AVAILABLE IN VIND-BORNE DEBRIS REGION - GLAZING MEETS--ASTM E13DO-04 - WINDOW FRAME OPTIONAL D— INSERTSTHUV'-PROTECTON NiTN UV PROTECTION 3/w TH10( SSB ai tad ri¢R rANc MOLDED INSIDE litw . I rr l 2 2DOA.STRUi LDCAT#1t AT THE TomIF AND-<X:NTER STOLE PeREVII, AT DPTI NAL SHORT. -PANEL... GLAZED SECTION STRUT AND STILE LAYOUT e' e Id In. itlwr Y• 2DGA STRUT - ATTACHEDATDN11 1 1J `a. GLAZED SHEX H A SCRED YTX3/4' HEX HEAD SCREWS AT kD AND CENTER ST[LE OPTIONAL. LUNG PANEL GLAZED, SECTION STRUT AND STILE...LAY13UT 116" X LAG SCd1EV5<5 ARTiNG 10YA4k1, "S TH }i 2A': ,r:,<I we EMBEDMENT) ML 'X, 4' START tA'i 6' FROM , 24' DLC. <2 1/2' EMBEDNEN HILTI SLEEVE ANCHOR 3/B' X 2-3/4' STARTING B' FROM ENDS THEN. 24' O,C. Cl 1/4' ITV/RAMSET.. REDHEAD (TR"OLT) 3/8' X 4' STARTING 6' FROM ENDS THEN 24. ELC. G 1/4' X 7 MEN'.$ -S ART$7G 6' lMDS;-USE PAIRS IMF FASTENERS 3' APARA AT 24. OC, <1 1/2' EMBEDMENT) HILTI 1/4' X 2-3/4' KWIK-CON Ili SCREWS STARTING G' FR13M ENDS, USE PAIRSOF FASTENERS ( 3' APART) AT 24 O.C. (1 1/4' EMBEDMENT) NILTi'&,, rEvE.AKrvm. 2Ar % R^3/:1': STARTING 6'..:fROm.£#D.4THEN' 4'; 6.G"Tf, 1/4' LAGS AND BOLTS -CAN BE COUNTERSUNK TO PROVIDE A FLUSH MOUNTING SURFACE. PREPARATION OF -WOOD JPMIHS BY OTHERS STRUGTtU,:£ STTi. TRtilG7LR£ S TRl1CTURBIOC 1/ 2' MIN 2-3/4' MIN 1^3$' #HN, 4' 2X6 JAMB TYP. AVAILABLE TRACX CONFIGURATIONS N, T.S.... ... __ MAX SIZE 9' x14' DESIGN LOAD. 22, 8.PSF 25A PSF TEST LOADS 34, 2.PSF 40, 4 PSF n• ° v L Omarr N. G 97105 B SUNWT w/DureSefe RIT" RD wfDu"Wa: nbit,':: Oak SammSi Panel's.. AIE 05 14/ll MAIRK Kim AI o5p4103 - IRC-6009-120-15 9W2BF3 TR I OTURAL ` OL'UTION P.A. Structural EngIhe6rIng N Invest Igat Ions,r Consu It"In;9 GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No..', IRC-6009-120-15 Test Date: 2/8/2013 Project No.: 13-019 Design Pressures: 22.8 psf, -26.9 psf Report Date: 2/22/2013 Model # 600 Test Pressures: 34.2 psf, -40.4 psf Test Location: JAmarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5;, An ,Roof Slope; Enclosed Building Ex . B, 30' MRH Exp.C,15'MR1R'1 Ex . C, 25' MRH I Ea . D ;15' MRH Ex . D, 25' MRH 155 m h 141 mph 134 m h. h 128m . 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Deset iptlon of Test StsecannenR' A 9'4' wide x T-0" high residential steel sectional garagedoor, 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 20 gauge galvanized steel struts: the top section had one 2" strut;'the intermediate sections each had one 3" strut; the bottom section had one 2" and one 3"strut. 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 one interior stile 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-6009-120-15. Manner: of Test nu This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for - Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance insubstantial conformance with the procedures described in. DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5'' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with' 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures' in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as aresult of the noted loadings. The door remained operable after both positive and negative tests. Summary.: A 9'- 0"x7'-0 Model 600 as described on drawing IRC-6009-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 9'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6009-120-15: 9' x T Mode1950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 9' x T Model 650 doors (which have the "Oak Summit" embossment pattern) 8' to T wide Model 600, 650 and 950 doors with heights of 6'-6" through 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 4 short panel or 2 Tong panel windows may be installed in 1 section 3/32" annealed glass - meets ASTM E1300-04) Submitted By: STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural S Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #004 5921-G West Friendly Avenue Greensboro, North Carolina of North Carolina, Inc., Finn #29412) Fax (336) 856-2687'a NC Firm #C-1 Florida Building Code Online FL17676.2 Page 1 of 4 r . r P 0-t y r%Tt td R QQ'' BQS Home ! Log In User Registration Product Approval Hot Topic Submit Surcharge Stats & Facts ± Publications i FBC Staff BQS Site Map € Links search Professil I41I USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE SG 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 Valid" / Qpemb" Administmior) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attu: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION MM_ The product desorbed below is hamby approved for 'ft ing in.the next issue of the AAMA COARed Products Directory: The approval is based on sui ul completion of lusts, and the naporling to the Administrator of the results of tests, accompanied by related drawings, by an.AAMA Accredited Laboratory- 1 _ The listing below will be added to the next published AAMA Certified Products Directory. SPEt IFICA71ON RECORD Qf PRODUCT TESTEDAAMAfWDIMIAICSA1011I.S.21A440-08 LC-PG40*414x2134 (36X84)4i Negative Design Pressure = JX psf COMPANYAND CODE CPD NO. SERIES MODEL 8 PRODUCT DESCRIPTION MA)am m SIZE TESTED 3540 SH (FIN) FRAME SASH MI. Whidows & Doors, L:LC 7150 pVCx0rA)(jG)(INS C 914 MM x 2134.mm 867 MM x 892 tract Code: II 7`l RE[PI}jTILT)(ASTM) 3'ti» ic7'i]" 2.'10" x3'11") 2 This :Certification will expire. July 27, 2020 _(exxilanded from ,)uly 27, 2015 per AAMA 1034 4a) 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.: t32133.01-109-47 Date of Report: August 16, 2011 bate: April 16, 2015 Cc' AAMA JGS ACP-04 (Rev.1/11) Validated for Certification Too teal Laboratories, Inc. Authorized for Certification Ameriaj.Archjwcturai 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 R1 II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 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 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online FL17676.16 Page 1 of 4 u L'r,: JHt&l DepM c BQS Home Log In '•, User Registration ; Hot Topics i Submit Surcharge Stats & Facts Publications FBC Staff I BCIS Site Map ! Links Search Busines ' ProfessiNlol Product Approval USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail i' FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=WGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH fin 36x84.0df 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 E1300-01. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes, Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.0df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SI I rin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dti-aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Unitsmust be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin ASTM E1300-04. 52x84.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676. 8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes QualityContract Expiration Date Impact Resistant: No 08/28/2017Assurance 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.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 7676R2 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 13540 SH 144x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72 pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.pdf 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.pdf Created by Independent Third Party: Yes 17676. 12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.gdf 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=wGEVXQwtDgvFGYZsj rZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 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.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 fLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other:R-PG25 FL17676 R2 II 08-01514 512141.Ddf . Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72:R35.(072016) Approved for use outside HVHZ: Yes Rev.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 4802 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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 Chapter455, F.S., please dick here . Product Approval Accepts: 0® Credit https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 y A•L-) VWidator I Ope ti" Adrninistmtor) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATIiIN Theprodud de5criiied,bdow is bereby approved for fisting in the next issue of the AAMA Certified Pradtrids Directory. The approval is based on successful oom..pieSon of'losts, acid the rreparfing tp the Admiriis aoor of the results of tests, aroamanied by related drawings. by an. AAMA Accredited Laboratory. 1. The lis5ng below will be added to the neid published AAMA Cedifiled Products Direc Wry. SPECIFICATION AAMA1WMW.CSA'10111.S. 71A440-0$ LC-PG35` 2731t VBa (10W4) Negative Des - Pres=e = -50 .psf COMPANY AND CODE MI, Windows & Doors, I'm Code; II RECORD OF PRODUCT TESTED CPD TyO. SERIES MOi EL S PRODUCT MA)UMUM 122E TE5 F37 DESCRIPTION 3W TRIPLE SH (R") 10817 {PyC} 0MO1)L0M, (Ili) NS GLXREIN>F)(TIL'T)(ASTM) FRAME SASH 2731,MM X 1%7 MM 860 MM X 919 MM 2.111is .Certification will empire April 12, 2017 and requires valldation unto then by continued listing in:d* current AAMA Certified. Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01409-47 Date of Report: May 7, 2013 Validated for Certification 4ted Laboratories, Inc. Date: May $, 2013 Authorized for Certification Cc: AAMA JGS r ACP-04 (Rev.1/11) American Architectural Manufacturers Association TIV 3 "i N N 1'W1c AD .. m O oO- r A Om- L n v o m g m N = A O ` J M m A L D CD ` D r om A o aflionv r arn v a 7 C•3 Ri Z p=wEftOA s. D y cOn n VOM . N; r. 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Florida Building Code Online Page 1 of 3 18504.2 BLS Home Log In j User Registration F' Hot Topics i Submit Surcharge Stats & Facts Publications.: FBC Staff BQS Site Map Links Search i I ..... ..... rProduct Approval USER: Public User ti lv Product Approval Menu > Product or Application 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 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report PE-62514 Florida License Architectural Testing, Inc. Quality Assurance Entity Quality Assurance Contract Expiration Date Steven M. Urich, PE Validated By Steven M. Validation Checklist - Hardcopy Received Certificate of Independence F1 18504 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:Hfloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgS9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an emall 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: MMERM N Vr"CWd Sara https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f°/D2ftCOhpJQgi... 9/6/2016 Z ti AD^ Y h'di W-N-y. 10QCO m rE00 4 N3^ y i, QSA a 4 ovm:mtaaoQ m w a NAArid-1N 1.4 wmsg N+l W^3 5 Sa GR A.G9 CI'OC3:ppO' rR VGS VN ECG G..P 0004i 3N II 4 e3a0e7" ooaaow bwN3www.Swn s. omaoo5 O60 zi wmenm s"'we>do o.x3 N 11 di-d W Gs W o w ic a 0000000 yN, N. ymw.Oa rtui Ic r B r>- 2 z C':=TI A;p 2 y 40 i nix= vx"'t en 1 Z I All L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@Irlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: 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 ofBusinessandProfessionalRegulationforStatewideAcceptanceperRule61G20-3.005 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 seated by Luis Roberto Lomas P.E. Limitations and Condition of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 118" 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 -Borne 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 1 5 ,R! + 051 i TAT OF s1ONAii Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page 1 of 2 Regulation mr9am: Ilni%.u. el SCIS Home Log In I User Registration 1 Hot Topic Submit Surcharge Slats & Facts I Publications FBC Stall BCIS site Map Links Search I Busrres Prof) J. Product Approval USER: Public User Regul6oh IBIS VraAuct-Mnrorii M.cnn > .: ; . : dQ..)s ia l +n L,iSt > ls3spllptlbtf DeipA FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle,pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V! Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence H ynao ..RS EOlrtffi tP [Ind nda.odf Referenced Standard and Year (of Standard) Standard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuilding.org/pr/pr app_dtl..aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 CA A 50 N Q to CD : 3 N o Cr 103. C . O Q q Z 0 3 .0 a Q n« 3 Q c r 3_ >> z n 0 Err H 0 o 3 o o a 6 n° p QO A n fl a Q 0 m n m < Ho ° o rn R' a Q Na oa 1Qa 3 , Ep o 0, tD °. = Q. om a vN O N• C m QO n < n O Q 5 0 Q m aQ n mc (D Q. h ° O c n z m , c9 n CD w m a m T n v ° o n traL D = m CA 0 •Si N 3n . Q. m O A C: I'i1 A a n le z o w O A z P It dl fld 0J/ dlltfI 1Orr/ yov I,fd1/L r/1 f/J9P f1/r! ft be€^ dar a rinL N sn r i•it' ,11'ny. / ALUMINUM 'SOFFIT JM1- TYPICAL ELEVATfCNS & GENERAL NOTES vi-ddJ Jd JJ / S Nq,f4A9. m F. Schmld[ No. 43409 P.O. Box 230. Valrico, FL 33595 Phone No.: 813.659.9197 FBPE C.A. No. 9813 3M h1AX. - ttt009 ZQ-{ t.. T 1 jyy 2mo or Q) W m m N A m r C rr N i t A O m tl TJ tit m a 1 DO 30= ° m Z : DozzaDoz 3 m Q 024 Oz- v1 ®may ..r OzV OOa pro v Z> OTD0022p® 7--'i Z Jp Oz>Q N zQ RzP > Ufo3 o v _+.. JC m Dn `-Dn 0 x 2 00 0 001 m Cl n Ji is a. c1 o a a }Lytt AN, mpm E C. Tc n O y$ TO S ; Xol Off' nA a o a- 7aC p O DS OO A D a 0 mom - ;D -ZI mr trnH r-s N czi o i!j osa 1. o• ° ® i It o a ID >P 11erat 6-2 O: E m 3 D 3 Z no ' o I-+ p N- m A D Q y D> H: GOODQ Z remit :l "• • : r A cz 1 nO ZD 'c m O<m I:e n z G? m .F W 5>1 '\a, 1 m 74Po > I oaf TcmO ` 1'. ,1 1 O Q j.. Ns T+ n Q t 1 Fyes$ " u H N T Z .. x ° g s ``CtItllttrylrrr x . a f SCH4f r No-40 yr, r : PRO T: DC 4 _ _0 iS. UPOATE iC: 9T1i t:0, 16j FBC PS ALUMINUM SOFFir P.E.No. 43409 don F. d t. Fs. r rtrluc. BUILDWG CONSULTANTS, INC. O 2 O .AO-iIETPAL3 ""' :1 PART OR ASSEMBLY: p P.O. Box 230, Valrloo, FL 33595 0, ' o ' X n . 1 ' 0 d. SOFFT DFIAILS & •" Phone No.: 813.059.9197 QESfGP! PRESSURES FBPE C.A. No. 9813 i = 09 R.W. 0-01NO CGN9YLTANT9 INC. " Z z z z O zm i2 m Yf m bzy x w to kn a S! H o co 0 0 0 m m zc to Za in 0 C" O O mj N _n Qy8z W nmH a` nD A Ox3z z m z 0 znom oZ zv0 o; zz z •00 n A0z 7l mal00OZ WA v M z n C) _ m F 2. y GD' N Z 2 t O N O A O a O O tn A p A O O. q y z m m J t Q a9 ia ci" A O^ w O Z:< F? y Q v Z cA2 gZZ w m ALUMINUM SOFFIT ASSEMBLY: FIT DEIWLS, VVY ES & B! Li OF IA O 7 4 x m DO n w D AZ :D z: Dz a A A a y rm R Z.zmm p 0 1 fc c 0 V O per CppJ W N tl: C) m rn Wm cn A.: D D D 3 m r 00 p 0minzc c? c 3 p T S A DR hetsc Ftlr F t xo laio4. Ooewn;7P PnYat Q+sv;, r•* • "'3T10BtAf'' Lyndon F. Schmidt ijt,c•'cV,'•Rh;. ••r ; 43409 rrFlltlFV i F, 11t1 BUILDING CONSULTAh? S.: WO. P.O. Box 230. VaIrICO. FL 33595 Ph— No.. 813.659.9197 FBPE C. A. No. 9813 p tOOP R.W. BIn 0- C.aNB.- J Florida Building Code Online Business & Professional; Regulation t3r of BCIS Home I Log In I User Registration Hot Topics Q usineJ Product ApprovalPioesS USER: Public User Regukior : Page 1 of 2 r Submit Surcharge I Stats & Facts I Publications FBC Staff I 8CI.S Site MaP I Links I Search wltwfrttYilYy may.> product ur Aonikation.5earctt.>. Apitieatlon Data FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasrooflng.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence LI6300S R4 COI ATL130014 1014 MC 126dod Evaluat!M 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: llwww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 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 Stimm a of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15305 R4 11 AfLiM; 4 2014 FSCProduct Eyalu_iAlon 5 inoles.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use i Evaluation Reports ii163b5 R4 AE ATLB002:4 2044 FBC Product. Valuatiyrt Shingles.Ddf Created by Independent Third Party: Yes Contact us :A4w p M;0en us*ek 104%**um F.L 3*94Y4wne: 856 4 -t 4_: a. The $fate of Flnrida Is an AA/FFQ eT(k3ye'i „r4 tj Privacy vaw_ S.t.a.tem. ent.. Aa,.bmn..r lse adua_l.ayam» Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. "Pursuant to section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S.; please dick here . Product Approval Accepts: Credit SAFE https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j 3N... 7/20/2015 REEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT _ FLORIDA BUILDING CODE 6`" 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, 1507.2,7.1, 1523.6..5.,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 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-170-02-01 ASTM D 3462 2009 ATL13002A FL 16305-R4. Page.,1 of 9 This evaluation reporfis provided for State of Florida product approval under Rule 61G20 3: The nianufactureT 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. CR' EK Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-61 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster®30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Master®20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAM'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 w/Scotchgard stripes that complies with ASTM D 3462. Dangerrield, Hampton & Meridian) StormMasterS Shake ASTM-D-3161, Class F & ASTM D 7158, Class H fiberglassreinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462.. FL 163057R4 _ 2 of This evaluation report is provided for State Qf Flo.Flod# product approval under Rule - .. The ManUmcm. r snail 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, I_LC INSTALLATION.. . GlassMasterO 30 & Basic Wind Speed (Vint): Tough -Master@ 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. 36" Nails h1 4- 12- --- j--12"--.--12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36 Nails L491 12" Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 .. FL.16305 R4 Page 3 of 9 This evaluation report 7s ptoVided for State of Florida product approval under. Rule 611320-3. The manufacturer shall nctl CRE_ Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is validThisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CR Ei TECHNICAL SERVICES, LLC Prol-Aff"m Architectural Basic Wind Speed (Wit): Basic Wind Speed (V d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "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. 393W Figure 3. ProIAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002;4 FL 16305-R4 .. Page 4_09. This evalbatiori Yeport"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. 11CRFEEKTECHNICALSERVICES, LLC Pinnacle® Pristine & Basic Wind Speed Not): StormMaster® Shake Basic Wind Speed (Vesd). Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ) Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max..194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in., plywood or wood plank for new construction; Min: 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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. r WW2 qaj. a d—fmp n.V Mn-3 t..d f2UY ..-- _. r"IS' v nv r ; t= _ ,,. 3 S Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) M-12n 3r, h-9 ahanx-9 71,7 0 0 Co G1 O O O O O O O O CDQq O CD CD O° r O O G O O D ©G7 Figure 6. Pinnacle® Pristine and StormMasterO Shake 6 Nail Pattern ATI-13.002.4. FIL 16305-R4 P e:5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CRSBK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. J.CREEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (Vun): Basic Wind Speed (Vasd)'. Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min: slope: Installation (HVHZ): Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asphalt $hingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in,, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in.. plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance .with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's .published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StonnMaster@ 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 6%20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: CREEK TECHNICAL SERVICES,, LLC Pro -Cut® Starter Strip Basic Wind Speed (V„ io: 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 iq.: plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below:. IR Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 163.05-114 Page 7 of.9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3;= The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ICREEKTECHNICALSERVICES, LLC Pro -Cut@ Hip $ Ridge Basic Wind Speed (V„ it): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction.. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 im.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 ga. 1-112" ring r shank nail 1.2° I I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305 R4 ,._ rage P or y This evaluation report is provided for State of Florida product approval under Rule 61G20-1.:. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product "attributes that are not specfically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode51hEdition (2014) as evidenced in the referenced documents submitted by the named manufacturer. i ti»t t rirrt x N-* 14t?2i . STATE.OF 0 A 2015.06.2 912:55:4 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE - -- - CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL13002.4 END OF REPORT FL of 9 Thi3 evaluation report is prowaeu lu, —tv ul r ...wo F,, .. •err- - - -- 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. CRE'E. TECHNICAL SERVICES, LLC EVALUATION REPORT Certif(cate of Authorization No. 29824. 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES' Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02701 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 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATI-13002.4 FL-j6305-R4 . _. 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 0 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 This evaluation report is .)3r- AdW#or`State'ofFlorida product approval unde"r Rule`61G23t=3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION R.E E K . Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 TASASTMD 3161 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster( g) 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 - Mastery 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) Storm Master® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfeld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterS Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATU 3.002A FL 16305-R4 _ P..age2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurancechanges throughout the duration for which this report is valid. This evaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I-CREIEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (Vui,): Tough -Master@ 20 Basic Wind Speed (Vasa); Deck (HVHZ): Deck (Non-HVHZ): Underiayment Min. slope: Installation (HVHZ), Installation (Non-HVfiZ):: ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 1.50 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 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 beattached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. Nails 12" .: w. - 4 WOO i._ 12- 12- Figure 1. GlassMaster@ 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 1 12" 12"12" Figure 2. GlassMaster@ 30 & Tough -Master® 20 6 Nail Pattern ATl_ 13002.4 FL 16.305•R4 P.1gq3ofgThis evaluation report is pirovftled for State of Florida product approval under Rule 61G20-1 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMTM Architectural Basic Wind Speed (Vuit): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 3. ProLAM11 Architectural Shingle 4 Nail Pattern (non-HVHZ only) rwl.,ay.. wwsn«r wwn j- W1h Ah L"11I 7112' ! f ,' 4TVPII 61p' Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern Technical Services, LLC of any product changes or quaury assurarnx %,I WI JVU W1..,,W— .. •— - - --•_ . _ This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes specifically addressed herein. CREEK is valid. are not N.CRZEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vug): StormMasterS Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlsyment. 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. 39 919- Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATL13002.4 FL 1.63.0.5-R4 Vage:0 or to This evaluation report is proviileafor State 'of Florida product approval under Rule 6120 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. K TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vuit): 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 Mai. 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 Rule 61 G20-1 The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC pro -Cut& Starter Strip Basic Wind Speed (VLm): Basic Wind Speed (Vasa); Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ)c ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min: 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12... Installed in accordance with RAS 115 and manufacturers published installation instructions, Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions., Shingles shall be attached as shown below_. 12 g=. 1-if2'riny slum. MO ir l w Figure 9. Pro -Cut@ Starter Strip ATL13002.4 t.L.9ti4urt<a .... . = wri • , This evaluation repor[is.1pMV4edf4rStb1e of Florida product approval underRUle 61ta2(i:3s: The manufacturer shall notify;WMM Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein_ CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„it): Max. 194 mph Basic Wind Speed (Vega); Max: 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min.. 19/32 in,. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements.. Installation (HVHZ and installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. i 12 ga. 1-112" ring 1 i — shank nail 0 12" i r 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 rt ycr:o vt o, This evaluation report is .provided for State of Florida product approval under Rule 61G20-3 : The imiraftolurior 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. R EK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles 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. C.oMPUANC!_ $TATEMENT 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>44zv L i1 jn, PA ry tier CJ•GE r • r' j. tip.: ,. ' • No 0 1 re?, STATE Of =,c, R tj 2015.06.2 9 7 2:55:48 04'00' 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 FL 16305-R4 s pisaraes n+ r. v raaa h" 1SStJtfK?@ i is valid. C pr c Ct c latsg tr-R i tlu + _. the O ratron%tr;v hir t this reportt . tloes trot dress mar imply vairranty, it tallat, itrecom ded use,,ar other tsrottitct atlRl iAes chat: are not herein. F-lorida Building Code Online unicker . au jt' Page 1 of 1 F7 L 52-1 B& Professional e 1 aGS Hbme Log In ") User Regtstraton i MotTopics Submit Surcharge Stats &Fads I Publications FBC Staff BCIS Site Map Lnks Search Busines Product Approval p nfss I USER: Public User pp• pPy Ana owet Menu> '>"Pliea;ont3ct. i71 Search Criteria . Befin &P__.. 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 AL searchtcewm%-,. a...,,.p.. Yalidated ByR@tusFL# Tvoe Manufacturer FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments r,r...rao..il,> rrax anitrrr me camsalssion:%.necessary. AjrprOVGd ;OY tiBPR..ApgOwrb: oY uarR a,_w.0 ,c .c..cRF....,. ,... ila¢21i Ilafrdit Rv rriajlall•arrw>:t 32'399 Phone 487=1924QactI ` ::'7«K The State of Florida is an AA/EEO employer., Qy rinht'211fl7`1fl13 STaYe of Fjj0 ::: 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 respons6 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 950.497.1395. -Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address iftheyhaveone. The 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 Ch mail address whites an be made available to the public. To determine if you are a licensee under click hem . PFoduct.ApProval ACtePtst PeditSArFE https://www.floridabuilding-org/pr/pr_app_Ist.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 frofessibnal'Requlatiibin j0 5CIS Horne rate ; Log In ( User Registration i Hot Topics I submit Surcharge Stats & Facts Publilons i FBC Starr ! am Site Map I Unks Search Bushes Pa.. Product Approval USER: Public User ea ch a 4.a apyittaUan Dei+ti: eiirsts dr ++— s IRWIN 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 Underiayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence F 1521,E R3 COI 2U;,S 01 01 leminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Ci:rifiinaev of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Installation Instructions FL15216 R2 II 2015 04 FINALER INTERWRAP RHINOROOF EW121k R2_odf Verified By: Robert Nieminen PE-59166 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes other: See ER Section 5 for Limits of Use. Evaluation -Reports 1 1.6 i27 AE 2015 0+ FINAL FR INTERWi2AP i2HINOROQF EL15.,: R2.Ddf _ Created by Independent Third Party: Yes Contact UE:: y[i'I iYth Inr a..at,TiOaha tie ram??:Wuine: 85^492-1$i"i Refund Statement The State of Florida is an WEED 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 sendelectronicmalttothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 650.487.1395, !POWill t toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licansl:d under Chapter 455, F.S. must provide the Department with an exi ill t,wish toRAtfss if they have one. The emails provided may beussd for official cdM.I..WCDV.CW wkh the lcensee. however email 71dQrel^ses are public record. If you do notsupplyapersonaladdress, please provide.the•DeflaeitlWnt with 41A 6 06 e53 which an be ktgQe,iigallable Zo. tM piAAic. 70 determine if you are a licensee underChapco*t5$: F5:, please dick. TZCLC,, Product Approval Accepts: MGM HIM OR GretittSArF E https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 TTRINITYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #i13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT In . 1 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 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed-by`Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections -noted herein.. DESCRIPTION: RhinoRoof Underlayments LASEUNG: 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 Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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 DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P,E. on 04/27/2025: This does not serve as an electronically signed document, Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TR NIT((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 2501.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entlty 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 100539395COQ7006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide roils, and can be produced in. various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF CovER OPTIONS Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Underlayment Shingles &Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRcof 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 li or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-112 Revision 2: 04/271201S Page 2of3 V I RINI'r`(iERD 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 onoW iiX20 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 Sinaie laver: RodUSIft a412 End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Referto 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 DauY9e Laver 2'12 <AOI f•5180e is 4sSti: 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, LLC. Evaluation Report 140510.02.12-R2 Certtficote of Authorizotion #9503 FL35216-R2 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-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 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. TrinitylERD 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 I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.E an 04/27/2015. This does not serve as an electronically signed document„ Signed, sealed hardwpies have been transmitted to the Product Approval Administrator and to the named cllent 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. S. 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. I 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 1507.83,1507.93, 1507.9.5 on Heating 1507.23,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TSTI509) Physical Properties 100539395COQ-006 20/27/2011 ITS CW1509) 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 coatedsynthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type It felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5. 2 This Evaluation Report is not for use in the HVHZ. 5. 3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5. 4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5. 5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE i.' ROOF COVER OPrlOP6 Underlayment Asphah Nail - On Tile Foam -On Tile Metal wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof L120 Yes No No Yes Yes No 5. 6 Exposure Limitations: 5. 6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION' 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6. 2 install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FLILS216-RZ Revision 2: 04/27/2015 Page 2 of 3 rTMNITYIERD 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 RhinoR____ oof.U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 iftle Laver Roo'f.SlgjP.e .412: 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 1ppuble La ex 2'l '< Rod Sloae <4:12; End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named 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 - Evaluation Report 140510.02.12-R2 Exterior Research and Design, LLC. FL1SZ16-112 Cerdflcate of Authorization #9503 Revision 2: 04/Z7/2015 Page 3 of 3_ 0211112015 13:41 ffAX) P.0021004 MIAM1, M AMi-DADE covNrx a PRODUCT CONTROL SECTIQN DEPARTMENT' OF REGULATORY AM ECONOMIC RESOURCES (RER) t 1105 SW 26 Street, &,porn 2o# 0OARD At" O CODE ADMINISTRATION 1)1VLSI AN Miami, Florida M 175.2474 NOTICE OF ACCEPTANCE (NOA) T (796)315-2590 F (786) 315-2199 Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentationsubmittedhasbeenreviewedandacceptedbyMiami - a county RER -Product Control Section to be usedinMiami 'Dade County and other areas where allowed ,by the Authority Having Jurisdlation (AH t): This NOA shalt not be valid after the expiration date stated below. The Miami -Dade County Product Control Section inMiamiDadeCounty) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for, quality assurance purposes. If this product or material fails to perform in the accepted manmer, the manufacturer will incur the eatpense. Of Such testing and the AHJ may immediately revoke, modify, or suspendtheuseofsuchproductormaterialwhilintheir, jurlsdiction. kBIL reserves the right to revoke this acceptance, if itisdetermine/ by ,Miami -Dade County product COMM Section that this product or material fails to meet the requirements oftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the Florida Building Code including theHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in theapplicablebuildingcodenegativelyaffectingtheperformanceofthisproduct. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of thisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in itsentirety. 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. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Data: 01n3/14 Page t of 3 0211112015 13:42 ¢4 P.0031004 ROOFING A;Q$$lVIi3LY APPROVAL Category: Rooting Sub -Category; Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: gttutacturetf6v>hv. Test Product A02 ie r11 DiMCDAoae Saeci cado - Weather Vent Vent: 4-'h" X 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 524 Thickness:0.0217 inch.-,-- • _._.- MANUFACT>< MG LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Tat A49Y Vest Idanti ref M Asphalt Technologies, Inc. TAS 100 ICC-ES AC 132 APPROVED APPLICATIONS: Deck Type: Wood Test NamO/Rstwr# Date SEM-OO 2-01 09/14/03 SEM-027-02-01 01/07/14 Deck. Destptwa... 11/31" or greater plywood or wood 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 out opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the roar 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-VA" galvanized ring shank roofing nails spaced approx. 8" o.c. and i" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration pate: 04115119 Approval Date; 01/23/14 Page 2 of 3 02J1112015 13:43 fAX) P.0041004 LImI TATIONS: 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 mean 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 Scal as shown below: DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.. 1.3-0814.08 Expiration Date: 04115/19 Approval Date: 01/23114 Page 3 of 3 Florida Building Code Online'' Page 1 of 3 d p.c a BCIs Home ;Log In I User Registration i Hot Topics i Submit nurcnarge gU5 1125 I Agmkh Product Approval JJiF 1 USER: Public User 15L{t1 d on tt . Praouct ADW9Vsi Nenu > Pt9drKiDS 1;ooalcattGiZ-`HLKt1 > AAolicatton list > Application Detatl FBC ! tmrf I BLLS Site Map Links I Search FL * FI2197-115 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence p tg7 R5 COI Certificite ofindeoendenee for Ev31uilton d Referenced Standard and Year (of Standard) SlandarA Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:l/www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cce `tSAFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQw,DgvrTEx%2bbkf... 7/20/2015 Excerpt from 1CC-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 Cam-1-211 Reissued June 2015 This report is subject to renewal June 2017. WWW.1cc-es.org l (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councf lo 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, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS-rm 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code (IBC) i• 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 ADIBC Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and Mt116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1..46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates:.The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3-2 MiTek® M-2.0 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3,8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced U5 inch (6,4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, M1120 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (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 (32 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 0.334nch-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, lCGIS Etmluatian Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. Acre is no a arramy by ICC Evaluation Service, I.LC. express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright 0 2015 ESR-1311. 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG EAAA 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 Mll 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 _ 1$5 148 129 145 pruce-Pine-fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 1.11 97 109 Spruce -Pine -fir 0-42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11VIff = 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 perpendicular to toad, wood grain perpendicular to load 3AII truss -plates ate pressed. into the wood for the full depth of tWr 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. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND MI120 M-20 HS, MII 20HS.AND MT20HS Efficiency Poundsfinch/Pair of Connector Plates Efficiency Pounds/inchlPair of Connector Plates Efficiency Pound511nch1Pai of Connector Plates Tension Values in Accordance with Section 5 A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 a.50 1880 0.59 1505. Tension @ 900 0.36 1013 0.47 8210 0.48 1219 Tension Values inAccordancewith TPIA with a 13eation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint Tension @ 0° 6.68 19. 0.62 1091 0.67 1716. Tension @ 90° 0:30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 301 Shear @ 600 Shear @ 90° 0.61 0.73 0.55 1173 1402 1055 0.63 0.79 0.55 738 936 645 0,61 0.67 0.45 1085 11134 792 Shear @ 1200 0.48. 914 0.42 490 0.34 608 Shear @ 1500 O.M. 672 0.46 544 0.3 537 For St: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 MM. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of.hales. ZMaxlroum. 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- 0.2W 05W 32mm 64M(r. 127a BOBdn goa goo 05p M 9 7J ti i.t Ono Goo Ono Ono o Ono Goo 1000 GOO Ono 0.36T 93mm M-20 HS, Mll 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t:bK-1,a-I-I rD%, ouppiwirrvil, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or (800) 423-6587 1 (562) 699-0643 A Subsidiary of the Intemational Code Council" DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HST* 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, Mil 16, M-20, MII20, M-20 HS, MII 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 III 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HST"', 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'.Z1D:€ldnd6 BuilcTt , Code—Residentiaf,. provided the design and installation are in accordance with the IntemationalBuitding ;Code ;(IBC);provisions noted in`ihe master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS11A has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofthe report or a recommendation for'its use. There is no warranty by ICC Evaluation Service, LLC, express or into/Jed, as to arty finding or other matter in this report, or as to any product covered by the report Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report -'"' Reissued June 2015 This report is subject to renewal June 2017. www.icc-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: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www_mii-com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code (IBC) 2012, 2009, 2006 international Residential Codee (IRC) a: 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 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 M11 16: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0:0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate- Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.68 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6,4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HS'"t: Models M-20 HS, Mll 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 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 but 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, JCC-FS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofihe report ar, a recommendatton for its use There is no v arranN by ICC Evaluation Service, LLC, express or implied, as p ( to anyf nding 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 ACC000 and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2tPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176, 121 137 126 Hem -fir 0.4 3 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mill 20 Douglas fir -larch 0.5 220 .. . 195 180 190 fir 0.43 185 148 129 145 Hem Spruce -pine -fir 0.42 197 144 143 137 Southern pine. 0.55 249 - 190 184 200, M- 20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem - fir 0.43 139 111 97 109 Spruce - pine -fir 0.42 148 108 107 103 0.55 187 143 138150 Southern pine For SI: 1lbfire = 6.9 kPa. NOTES: Tooth holdingunits = 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 perpeniticularlo load wood:.grain perpendicular to -load. 3AII trussplatesarepressedintothewoadforthefulldepthoftheirteethbyhydraulic -platen embedment presses, multiple roller presses that use partialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller press and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M- 16 AND MII 16' M-20 AND M 20 Mil 40HOAND MIN- I zu ribEfficiencyPoundslinchlPair of Connector Plates Efficiency IP oundslinchfPair Efficiencyof Connector Plates . PoundslinchfPair of Connector Plates . Tension @ 0° Tension. @ 90° Tension Values in Accordance with Section 5.4.42 of VIA (Minimum Net Section over the Joint)' 0.70 2012 0.50 880 0.59 0.36 1013 0.47 820 0:48 Tension Values m.Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maidinum NetSectionOccursovertheJoint21191219 Tension@ 00 0.68 1945 0.62 1091 0.67 1716 _.._. 0.30 849. 0.48 841 0.52 1321 Tension @ 9.0° Shear Values Shear @ 00 Shear @ 30° Shear @ 600 . Shear @ 90 Shear @ 1206 Shear @ 150' 0.54 0.61 0.73 0.55 0.48.. 0.35 1041 1173 1402 1055 914 672 0. 49.. 574 _.: 0.63 738 0.79 936 .. 0.55 645 0.42 490 .. 0.46 544 0.43 0.61 .. 0.67 0.45 0.34 0:3 761 1085 1184 79 _ 608 .... 537. For SI: 1 Ibfinch = 0.175 Nimm, 1 inch = [5.4 mm. NOTES: Minimum NetSection -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes thro igh 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 I Most Widely Accepted and Trusted Page 5 of 5 0.125" 0 25T 0.8W 8.3w 3:2.mm Elmm 12.7mm 93um r gDn 000 Goo 900.00 a K! o 00 Ono Ono _ o Irigoo 0 Ono goo Ono OGG I ago on W20 HSI Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ""- Reissued June 2015 This report is subject to renewal June 2017. le wwwJec-es.orq 1 (800) 423-6587 1 (562) 699 0543 A Subsidiary of the Mternafional Code ounce DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS'"- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16, M-20, MII20, M-20 HS, Mil 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: a 2014 and 2010 Florida Building Code —Building 11:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and 0 Florida , described in Sections 2A through i' 0 of the:niasfk C eval latiort repo ESR-1311;; comply with the 2014 and 2010 Florida Building Code —Buildingandiite'2014 and 2ah:0 Ftt ic€e Bulldiitg Cc±fa Resridenfial, Provided the design and installation are in accordance with thenfettrtiona! 8urldrag Code {IBC) provisions nated;in the roaster report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 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. A. For:.produets.faA itg under Florida Rule 9N-3, verificafiott th.ai.the toportt oidei's quality assurance being conducted is m is au&ted # e qualify., assurance enrliy approved by the Florida Buildang Commission for iie type resp. sibiisty of alt approved vaiidstion entity (or the code. oif0ai when file repotC. holder does not possess..arti approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically by ICC r voluaolua addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no u'arranry tian Service. I LC, express or Implied, as maw — 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 ICC-ES Evaluation Report r_0r%-1 J" Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-es.org ( (800) 423-6587 I (562) 699-0643 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD; MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 0 2012, 2009, 20061ntemational Building Code (IBC) N 2012, 2009, 2006 International Residential Code (I RC) s 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 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 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 additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4:8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model 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, Mll 20 HS, and MT20HSt": Models M-20 HS, Mll 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 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, OA5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details: 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC-T;S E aluatian Reports are not /o be construed as representing aesthetics or or other anribules not specifica!!y addressed, nor are they robe construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as to arty finding or other matter in this report, or as to any product covered by the report. page 1 of 5 Copyright © 2015 Page 3 of 5 ESR-1311. 1.. Most Widely Accepted and Trusted TABHYDRAULIC-PLATEN MBEDMENT' (brn- ALLOWABLE LATERAL CES, PLATE) AA EA AE EE LUMBER SPECIES SG Douglas fir -larch Hem flr 0: 5 0. 43 Spruce - Pine -fir 0,42 . . Southern pine 0.55 Douglas fir -larch 0.5 Hem - fir ...._. 0.43 Spruce - pine -fir 0.42 Southern pine 0.55 Douglas fir -larch 0.5 Hem fir 0.43 Spruce - pine -fir 0.42 Southern pine 0, 55 M- 16 AND MII 16 121 137 12 64 102 98 gl8275107126 147 122 M- 20 and Mil 20 220 195 1.80 190 1 18548 129 145 197 144 143 137 249 190 184 200 M- 20 HS, MII 20 HS and MT20HS ' 165 146 135 143 ... 139 111 97 109 148 108... 107 103 187 143 ... ... 138 150 For SI: 11brin` = 5.9 KF'a. NOTES: Toothholdingunits = 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 perpel"Id ulai:10 bad, wood grain perpendicular to lo2d 3AIItnrSplatesare. pressed. into 1he wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfollowedbyfull -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 VALUE, PROPERTY FORCE DIRECTION M- 16 AND M11 16 Efficiency PoundslinchlF of Connectc Plates Values in Accordance with Tension @ 0° 2012 Tension @ 90° EE 1013 Tension @ 0° Tension Values in Accord. Maximu 1945 Tension @ 90° E0.68 0. 30 848 Shear @ 0°._ 0W Shear@3000402Shear@60° 0Shear @90' 0200Shear @150' 0 M- 20 AND Mil 20 M-20 HS, M1 air Efficiency PoundslinchlPair Efficiency r of Connector Plates Section 5.4.4.2 of TPI-1 (M_ inimum Net Section over the Joii 0. 5(111 880 0.59 0. 47 820_ .. ... 0.48 ope with TP1-1 with a DwAttion JSee Section 5.4.9 (e)] 20HS AND MT20HS Poundslinch/ Pair of Connector Plates 1505 1219 n . fJet Section, Occursover the Join. . 1091 0. 67 ]7-l7 0.62 0 48 841 0.52 1321 Shear Values 0.49 574 0.43 761 0.63 738 0.61 1085 0.79 936 0.67 1164 0.55...... 5 64 0.45 792, 0.42 490 0.34 608 0.46 544_.. 0.3 537 For SI: 1 Ib/inch = 0.175 Nlmm, linch = "L5.4 MM. NOTES: Minimum NetSection - 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. 2Maxim= Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5, of 5 11 ) Most Widely.Accepted and.Trusted - - 0.12W 8.2W 0.8W 0:38V 3.2,}mm EA}-mm 122-7+mm a" Roo goo ODD 000 n:00 00 ODD 000 Goo ODD l-igno 000 Ono M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ca"- 14 1 1 r "" .r...r•-'---'- Reissued June 2015 This report is subject to renewal June 2017. WWw.ice-es-or4 I (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: MiTele TRUSS CONNECTOR PLATES: M-16, M1116, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HS'rm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTeO Truss Connector Plates M-16, Mil 16, M-20, MII20, M-20 HS, MII 20 HS, and MT201-ISIM, recognized in IMES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: A 2014 and 2010 Florida Building Code —Building N 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeleTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 1 HS, and 0 p0q g described in Sections 2.0 thrpugh 7.0 of the master::e 1uati°r imp°d SR 1351, comply with the 2014 and 2010 FICarida,Bin accingordance Code —Building and # 8 20°14 2 nd 201fl Florfd6 Building Code-"RO&e al' provided the design and installation ark an accordance with the lntemaicznal 8urldrng. Code° (IBA) provinoted :in.the master report: sionsUse of the MiTek®Truss Connector Plates M-16, M11 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS17m has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Buildingandthe2014and2010FloridaBuildingCode —Residential. For prQduCts falilhg under Florida: Fiufe 9N-, verificattirt that the report holder's quality assurance program 15auddedby a quality asslaranMen t aPploved by.the Florida Building commission for, e.iype of inspections being conducted ts:the quality4i5% Uy!.ut:afa 11T -ed xal dation entity (or the.code'official when the.repott.holder does not possess an:appctsvai by rethe Commission).. This supplement expires concurrently with the master report, reissued in June 2015. exress or im lied as CC -ESL• raluarion Rrporlsare not to be construed as represent!" aesthetics or any other attributes not specifically addressed, nor are they to he construed _. an endorsement of the subject of the report or a recommendation for its use. There is no warranty by )CC s aluation Service. LLC, P P to am, finding or other matter in this report, or as to airy product covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code (IBC) 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t IThe ADIBC is based on the 200916C. 2009 IBC code sections referenced in this report are the same sections in the AMC, Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek® M-16 and Mil 16: 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 [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 lancedandformedintotwoopposingteeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4-8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 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 Mll 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-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44rich-by-14rich (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 OJ25 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 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedCC -ES Evaluation Rep as an endorsement o subject ojthe repo or a recommendation for its use. There is no warranly by ICC Evaluation Service. /.GC, express or implied, as to any finding or other matter in this report, or as to any product covered by the reparl Page 1 of 5 Copyright 0 2015 Page.3 of 5. R-1311 1 Most Widely Accepted and Trusted TA ES, EMBEDMENT' (lblin /PLATE) HYDRAULIC PLATEN LUMBER SPECIES SG AA EA AE EE M-16 AN Mu io 0.5 176 121 137 126 uglas fir -larch 119 64 102 .. 98 m ftr. 0.43 . 127 82_ 75 107 ruce-Pine-fir 0,42 174.. 126 .. 147 122 luthern pine 0.55 M-20 and MII 20 . . 0.5 220 195 180 190 a9las fr-larch 165 148 129 14b m-fir. 0.43 197 144. 143 137 ruce-pine-fir 0.42 _.. 249 190 200 3uthem pine 0,55 .. M-20 HS, INiI 20 HS and MT20H$ 165 146 135 143 ougias fir -larch 139 111 97 109 ern -fir 0A3 148 ' 108 107 103 pfuce-Pine-fir U,42 187 143 138 150 0.55 For M:1 j r1re = 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, woad grain parallel to loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to loadn_ iWar to loadEE =Plata perpendicularia load. wood gra perperrd _by 3Ail tnoss:ptates.are pressed into the y IfQdep h or b3neethons of partilal a lambedrnerd rorller Preyes: and uhydiaulic platen presses use partial.erribedment%Ilow.0 by llers that feed trusses into a stationary finish roller press. RESISTANCE ALLOWABLE DESIGN VALUESTABLE2-EFFECTIVE TENSION AND SHEAR M-20 AND 20 M-2.o HS, M1120HS AND MT20HS PROPERTY M-16 AND MII 16 y . yir: Efficient Efficient Pounds/Inch/Pair p Ir FORCE Efficiency Poundslinch/Pair of ct of Connector DIRECTION of Connector plates Plates Plates.... Values in Accordance with Section 5.4.4:2 of TPI-1 (Minimum Net Section over the iarnt)' Tension 0.50 880 0.59 1505 Tension @ 0° 0.70 2012 0.47 820 0• 48 121 Tension @ 90° 0.36 1013 atio TPI-1 nnth a Devin [see Section 5.4.9 (e) Tension ValuesinAccordancemonthSectionOccursover. the Jointz Maximum.Net0:62 1091 0.67 1716 Tension @ 0° 1945 0. 680.52 0:4.8 841 .. 1321 Tension @ 90° 0.30 _. 849 Shear Values 574........ 0. 43 761_. 0.4 Shear @ 0° ... 0.54 1041 9 738 0. 61 1085 0.61 1173 .... 0.63. Shear.@ 300 936 0.7911840. 670Shear @60° 0.73 1402 7920:45 645Shear@ 900 a.55 1055 - 0.48 914 0.42.. 490 0.34 608 Shear @ 120° 0.46 0.3 537. Shear @ 150° . Q.35 672 544. Far Sh 1 Ibrinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum NetSection -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 ZMaximi rn Net Section - Aline through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5 of 6 ESR-1311 1. Most Widely Accepted and Trusted oiw 0,2W 0.5w a sev 32mm SAMM 127-mn an oo 000 U00 900 000 000 000 Boo 000 Ong goo Ono Goo 000 M20- 20 HS, M11 20 H.S1 MT20H. S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report C K- I3 + + rov JUF.,F11U111 iltb Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Councr lo DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www-mii.com. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mill 20, M-20 HS, Mill 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, Mil 20 HS, and MT20HSTM', recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: IS 2014 and 2010 Florida Building Code —Building , i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014:atid 2010 Fltbrida Bu W09' Code —Residential;. provided the design and installation are in accordance with the ntemationa! F3uildirag Cod@m; ;Igc),oravisions noted inthe master report. Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found tobeincompliancewiththeHigh -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 quality assuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (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-LS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as anendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Page 1 Of 1 Copyright 0 2015 Florida Building Code Online l (f Page l of 2 V Gnne otli?ii BCIS Home Log in User Registration i Hot Topics Submit Surcharge I Stats & Facts Publications FBC staff BCIS Site Map Links Search Uusi es IrofessitRegulation 6-- Product Approval USER: Public User 1 ut1 a Annikj MR r*A. ?. 8 B1+cattan List > Appllrailon OmmtsTf t FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived y 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-corn 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 lei 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 iqi Validation Checklist - Hardcopy Received Certificate OF Independence 4 9 R3 C01 Iadeo•odf 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 I Al 9 R3 Eouly EauWy jd' Sections from the Code https://www. floridabuilding. orglprlpr_app_dtl . aspx?param=wGEVXQwtDquDEJErtO SCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products . Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL # Modes 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 fL.14239 R3 11'flwo tsdf 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 F7142j9 IX3 AE `Ej ndF system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design, tlatdr Nmrt Contact Us :: j, 'P^ NdttA - rrmu- Tapm%ssee FL.. C9 _Phone: 8±ti487-1824 The State of Florida is an AA/EEO employer. !•AtlYdlff 3RR-2D73'fata tsf Ffonda..::. edwm Statement :: - :: Refund Statement nder Florida law, email addresses are public records. If you do not wantyour a -mall address released in response to a public -records request, do not send c[iOfLt faalt bo the a tt=la :tirstead, contact,tAe riffice: by.phonE or by traditidfsa! mail. it ypu;tiave any questions, please contael•$50.487.2395. •Pufsnfint toIpn455.275t1?. ftfxWii:Slatutas, elractftire CIt[+DOar3*`2Q12 tl[lr+,seeS lkMsad under Cf spwr 4'S, F.S..must provide the Depeniriera wtN an eftif 64dress If r:!— d!f?.:Tt>° anf'!' pfftvldtd'Tay, tv! rlSad fOr prtedat caArnufikallai rrlbfi the fk:eQlee.. itawevereTall addresses are public rem(d. If YOU do nat vaish to 4,pLrSpngjradttrl5i, plCasE'prgviGM;yte pepartitlCt+t:vrlttl in enlali addt@55 vfhlch ran be made available to the public. To determine If you area licensee under piaptirgSs,f.5... please click berg_ Product Approval Accepts - IN ® RE WNAMM securitt.vvtafri https:/lwww.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDEJErtOSCei... 7/20/2015 VP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CCNI eR OF THE 5 MECHANICAL UNIT MECHANICAL UNIT MUST BE W SQUARE OR RECTANGULAR, x m NO IRREGULAR SHAPES. Wao fu1A r MAX TFP. HOST STRUCI'URF OEMIGN BY OTHERS SEE t7E5f SCHEDULES FOR ALLOWABLE' SUBSTRATES 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE J CERI 1FICATION, TYP. tCENTER OF GRavITY ' y TNnx MECHANICAL UNIT 1fP. i TIE -DOWN ISOMETRIC 1 1•.= I'--C` ISOME'T'RIC TYP, AFT. DESIGN SCHEDULE FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, ?YP. STEEL TTE-DOWN CLIPS. SEE DETAiI.. 113 h 2I3 FOR CUP INFORMATION 3'" MAX. Tyr . u TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWIW NG'EXAMPLE ILLUSTAATE5-THE PH(.)C8D(1RF. USEO TO -DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H, FOR ANY GIVEN MECHANICAL. UNIT THAT CONFORMS TO THE. DIMENSION REST'RTCTTONS AND DESIGN CRITERIA LISTED HEREIN.. SEE SHEETS 4-S FOR DESIGN SCHELES MECHANICAL UNIT CRITERIA: C ON5IDERTHE INSTALLATION OF (1) MECHANICAL UNIT' WITH THE FOLLOWING CRTT710A= Vult.= 170 MPH, EXPOSURE'B' 49" TALI. X 4W DEEP X 48'WIDE., 100 LB (WEIGHT AS VFRIFIED BY OTHERS) INSTALLED TO 3000 F$I MIN CONCRETE WITH (1.)•2' CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) NK V4:CUV KC: r._...—..,.+,--- pR- OCEDURE'STEP RESULT 1 DE7ERMINE,r`!E GOkNELZ10N'TYPE BASED ON 7_HE 6IA:+rt4M5 ON 5tTELT 2 CONTI C FOR A YVIt=.L'Y0 MPH, EXPCSURE'B', TN15 DESIGN TALESE THIS INSTALLATION IS INTENDEDTABLE 2DETERMINEWHICHCESIGNSCHEDULETABLETOUSECPTERIACORRESPONDSTOTABLE5 3 RETEBMINE LARGEST FACC ARCA OT MECHANICAL UNIT TO BE INSTALLED 48 48"=78FT'-- THIS I1NR HEIGHT OF 48" IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48% NOTE: THIS PRODUCT APPROVAL ALLOW5 THE UNIt TO SE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT' HEIGHT' RESTRICTION OFANAIC STAND TWAT ISA MAXIMUM30" TALL. XFANAICSTAND is UTILIZED, p 4 CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30" IN HEIGHT OW I M Cf/ ifiil"}tW'WN;,,,,.NI"H fi'FsfiuCf'N H IH s WI EIITtWt M(MMUFL .W^ THIS OMIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO IS IT I Y TH(S UNIT MA7 6E MSTAI.L W ON ROOFTOP HEIGHTS GREATER , 8DETERMINETHEALLOWABLEROOF -TOP HEIGHT OF THE INSTALLATIONADDRIONAU THANLOFTAND LESS THAN 100 FT. SFE (,) ON TABLE 5 FOR THE NUMERICAL i VALUE S OF THIS DESIGN EXAMPLE. DESIGN NOTES' THIS PRODUCT HAS BEEN DF_SIGNEU IN ACCORDANCE WITH ASCE 7-10 AND THE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE THE BUILDING THtS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A. MAXIMUM 30 'TALL A)C STAND (CERTIFICATION BY OTHERS) ON 'FOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDULES, GENERAL NOTES:, 1. THIS PRODUCT HAS BEEN DESIGNED AND .SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE. 7- D. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE TONE, 2. NO 31.1/3% INCREASE IN AII.GWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON CLIENT PROVIDED Pr7CDU ('T AND DIE 51 iEETS FROM TEST REPORTS 4I la9I.I27?C+_ _ 1T0,Ii BY TESTING EVALUATION LABORATORIES, INC.. NO SUSSTIT1TTi0FF5' T WRTf'fE.tfAPPROVAL BY THIS ENGINEER SHAIA. BE PERMITTED 4. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIONSIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICAT CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 5. FASTENERS TO BE *12 X %" OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW SOILDEX BRAND, CARBON STEEL. DALY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIRE+ i.EN'15, ALI FASTENERS SMALL. HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. B. ALL STEEL CLIPS SHALL BE ASTM A283 STEEL (GRADE. 0) WITH Fyt133 KSI OR BETTER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR OTTIER APPROVED PROTECTION; G90-RATED COATING REQUIRED FOP. ALL COASTAL INSTALLATIONS, 7: ALL CONCREI E SPKIFIEO HEREIN IS NOT PART OF THIS CERTFICA'TIOk AS A MINIMUM, ALL CONCRETE. SHALL BE STRUCTURAL CONCRETE 4' MIN, THICK AND SHALL HAVE MINIMJM COMpRFSSIVE STRENGTH OF 3D00 PSI, UNLESS NOTED OTHERWISE. B. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OU SIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. EtiECTR1FAE GRM.T24D, SYNEX RE{p.IiREOa tOBE bESiGHEOi INStAUkII:BY OTTIERS; 10.._ SFGLk. 88 mtFIvD SyllHE OlIBtTE R PRQFi3_.AL AND IS NOT. POLOADS 111,1OLtIDED THIS CERTIFICA' TIOMEXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11 THE SYSTEM DETAILED HEREIN IS GENERIC AND GOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONOTTIONS DIFFERENTFROM TILE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR RE(IS7'ERED ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONIUNCRON WITH THIS OOCUMEN•I', 12. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INS TAU.A720N OF STRUCTURE PROPOSED HEREIN. THIS END NEER SHALL NOT Be RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSI;ES WHICH MAY OCL? R AS WA'I'ER- TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vdt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7-10, colci',. LU aiW 3 W .. U Z h- 1 • y Z O n m O Z Ul z W n v 2 0-4 1 CL CC bC, 0 v N y ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS z;o{ . . z riP• PiAX i" CLIPS A" i 3 YY. ti 3" MAN rC t SUBSTRATE DESCRIPTION CAA -ON STEEL ITW BUILDEX TAPCON, CONCRETE: 2Y." FULL EMBED TO 4- THICK MIN, CONCRETE, 3W MIN. 3006 PSI MIN.) EDGE DISTANCE, 3 V MIN. SPACING TO ANY ADJACENT ANCHOR. 1.)-#A4 SAE GRADE 5 ALUMINUM SHEET METAL SCREW TO 0 125" MIN ALUMINUM, PROVIDE (5) THICK, 6061-T6 PITCHES MIN. PAST M7N;ALUMINUM)., THREAD PLANE SITF.I: 1)-*14 SAE GRADE5 0 125" MIN. SHEET METAL. SCREW "4 THICK, 33 KSI STEEL, PROVIDE (5) MIN- STEEL) PITCHES MIN. PAST THREAD PLANE SUBSTRATE OCSC PTIONZ.,*''tJ zCARBON..Soav ITN BUILDEX TAPCClCT,: CONCRETE: 4" THICK MIN, 2 .- PULL EMBED TO C1'i11T41tBT4 3000 PSI MIN.) ELTGE OT9TAPICE, Iii" NiN SPAQMOTOANY -' ADJACENT ANCHOR. 2)-r14 SAE GRADE 5 N ° ALUMINUM: 0,125,MIN. THICK 6061-16 SHEET METAL SCREWS TO ALUMINUM, PROVIDE (S) JLU . MIN-ALJMINUM) PITCHES MIN. PAST THREAD PLANE C. C Ww 2)•0114 SAE GRADE S 0115 MYN. SHEET METAL SCREWS T O THICK 33 KSi STEEL PROVIDE (5) nMIN, ST'E.EL). PITCHES MIN, PAST THREAD PLANE I: EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. z I 2. 3 ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE: SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. Q C O 1 CONNECTION- TYPE C 1 CONNECTION TYPE C2 0 1 CLIP - IJ71LIZE (i) AT EACH CORNER FOR A TOTAL OF (4) PER: UNIT 1' CUP -UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (B) PER UNIT C ui t ' .,. iUNIT WIDTH ,.. MAX 6" MAX Fri C.' z p z y CLIp:OPf587 P PAIR SPACING'--'} CUP OFFSET : i obdCL 5 3'TYR MECHANICAL m U CLIP-CUP UNIT PEP, wz T SPACING SEPARATE CERTifICA'iION ILIS I Atli Y CUPS 3. 7YP. ;Y -r CLIPS r MAX r MATc Tlt9ptf MAX I .t 33A I' 3 r1p , iliA c3 CONNECTION. TYPE C3 _ CONNECTION TYPE C4 it'..GUpS.• URUZE to AT a" CORW FOR A, TOTAL OF ,(4 n'PER.L M,IT . z" was.- UTILIZE;2) AT EACH CORNER FOR TOTAL OF iri:'_S! UNIT UTILIZE (4) CLIPS EA SIDE OF UNIT FOR A TOTAL OF ` 6) PER UNIT --t 5 ALTERNATE 8) CLIP DETAIL 3 N-T.S. PLAN VIEW aAGE7rEBCR3n THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC .. PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT. 0,19, STEEL, TYP. 3)-4112 SAE GRADE 5 "7 SHEET METAL SCREWS jn FOR CUPS UP TO 5" LONG. UTILIZE (5)412 4 SHEET METAL SCREWS .1-" FOR CUPS ILONGfR,.._ THAN 5". TYP. FOR ANY CUP LONGER THAN 10" UTILIZE ( 5)-912 SAF.- GRADE 5 SHEET METAL SCREWS, TYP. Yn YIJ V110 HOLE WITH D ANCHOR FROM i' CLIP ANCHOR SCHEDULE, TYP. OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N'T.S: ISOMETRIC rio O072' OR 0. 223"THICK ' AS'' M A283 It 1 STEEL, TYP. 3)-Y12 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS 4" LONG. UTILIZE ( 4)412 SHEET METAL SCREWS FOR I CLIPS LONGER THAN 4", N rt! pTYP; s ,,• 7f 1N, y' A.40LES, NOT T"O BE USED FOR ANCI! Oiv,'IYP. 375" 0. 75 D. SO' FACTORY - MILLED V"O HOLES; U' T'1UZE (1) OR (2) ANCHOR5 FROM 2" CLIP ANCHOR SCHEDULE, TYP. 0. 9(r 2 2" CLIP ISOMETRIC DETAIL_. i N,T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALT. HE 6063-T6 MIN. ALUMINUM SHEET WI I Fty=30 KSI, 0,125" -- MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy=33K5I MIN. STEEL, GRADE 33, 22GA MIN. 0. 068" THICK:ASTM A283 STEEL CLIP, TYP. BASE OF UNIT SMALL--. BE FLUSH WITH BASE CF CLIP, NO SPACE PERMITTED, TYP. 3) 412 SAE GRADE 5 SHEET METALSCWS FOk CLIPS VP TO 5" LONG, UTILIZE (.5)-E17 SHEET S METAL SCREWSFORCLIPSLONGERTHAN S'. PROVIDE (S) PITCHES MIN, PAST THREAD PANE FOR EACH SMS, ?YP. ANCHOR PER ANCHOR. r— SCHEDULE I r ,, 5UB5' RA' E PER ANCHOR SCHEDULE VARIES) 1" TIE - DOWN CLIP 3 ANCHOR DETAIL IQ ' 3 _ CLIP IS D. .... ED FOR FJL! CONTACT WI' I'H'THE BA."10F FAUN HECHANIC:A. UNIT, TYP. MECHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHECT WITH F'[y$30 KSI, 0.125" (3)-012 SAE GRADE 5 SHEET MIN.THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CUPS 4" SMALL BE ASTM A653 Fy=33KSI MIN J" LONG. UTILIZE (4)412 SHEET STEEL, GRADE. 33, 22GA MIN, (t110.0299) J METAL SCREWS FOR CUPS LONGER THAN 4" PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0,072" OR O;Ilr ,r = FOR EACH 5M5, TYP, THICK AS7711 A.283 STEEL CLIP, TYP 9 r r, rL) OR (2)ANCHORS BASE OF UNIT SHALL f PER ANCHOR BF. FLUSHWITHBASEtj13dE" SCHEDULE OF CUP, NO SPACE PERMITTED, TYP, SUBSTRATE PER ANCHOR X ( VARIES) 2" TIE - DOWN CLIP 4 ANCHOR DETAIL 1•_W DF.T AIL CL1R IS DESIGNED FOREULL CONTACT WITH ` HE HASF OF EAtkl MECHANICAL UNIT TYP. TABLE 1: Vult=175:MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') I ALLOWABLE ROLF'-TOP HEI(H'!'(H) I TIE -DOWN CONFIGURATION TYPE µMAXIMUM SURFACE AREA OF UNIT .{ UNIT l Cl C2 C3. C4 IJNIT5LA3GEST HEIGHTWIDTH FACE b Fl* ;24 MAX 22 MINN(A At GAApE ATGRADE HK7fY1 F] i 4 FT. 32 MAX ] MIN N/A pGRAS AT GRADE H 5 EO FT a FT' , r t._ ATGRADE M:f 200 FT l H TO FT NS1OOfT. j 6FT ATGRADE HS44 FT AT GRADF Hf300-fT. i F7 4II MAX 24 MIN NJA ATGRADE ATGR/iDE Hs380FT 12 FtY jj N/A AT CiWADE ATGRADE H:; 40 FT IO R' 4,_N/A A7 GRADE . w AT GRADF 70 F7' 4 NfA ATGRADE) N/A AT CfiAQE 2i fT= WA AT GRACE N/A AT GRADE 60 111AX -45 MN r 30 FT N/A T GRADE tHISTABLE IS PERMISSIBLE TO BE USEDWITHIN'!HE HVN2 WHICH CONTAINS BROWARDAND MIAMI•DADE COUNTIES, CHECK WITH LOCALAUTHORITY HAVING IURISDI_'F ON FOR THE APPLICABIUTY OF TEAS TABLE WITHIN CERTAIN '. FLORIDA COUNTIES: TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE.') ALLOWABLE ROOFjOP HEIGHT }H} TIE DOWN CONFIGURATION TYPE t tI MAX WIUM j#} S SO RFACCAREA.OF UNIT UNIT .i CT C2 C3 - C4 I UNITS LARGER HEIGHT WIDTH FACE AT GRADE 6FT' 2A M X.:. 12 MIN NjA i H<2C0 FT ll- 160 fT H52OU FT 9 F. F 15 PT 32MAXtSS' MINI N/A I GOO FT H 200 FT AT CRAGRADE,H 5 200 FT 4 ATGRADE I I FT, H 5200 FT i60FT<H S 200 FT) H 5 dOQ F H 201 F'i' 6 FT' AT GRADE H<_2C0 FT O FT H .: H c 40 FT 200 FT H52U0 FT T 9F.' 48' MAX ; 24" MIN NIA! H S CO FT ATGRADE ., 60 FT tHSltq F7 N 32D0 FT 12 FT' N/A Al' GRAOF 60 FT<H 520E FTE NIA Hi2QOFT , 15 FT' N/A i AT GRADE N/A H 5 200 FT 20 FT T p 14/A AT GRADE N/A 11 5 200 FT I 25 F N/A l N/A N/A H 30 FT AFT< HIs2;)0 FT E ......_. _.._ a 60" MAX .48MIN I-. ... AT E 30F" N/A N/A N/A 66 F7rHf 10610 I l 36 F]' I NfA N/A N/A ATGRADE 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 "]ABLE: WITHIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult= 175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCURE IN THE HIGH VELOCITY HURRICANE ZONE') AtEOWA$LE RO( 1f TOP HEIGHT;_.(H)" TIEs .,'DMIVN CONFIGURAT( ONT.YPE.. ? MAIQMCrM I SURFACEAAEAOF UNIT UNIT £ CS C2 C3 fa 3 UNIMI—O6EST HEIGHT , WIDTH l FACE e H6 F" 24 MAX t2. MIN N/A AT GRADE ATGRADE ! N 5 200 fT Q FT' Ir MAX r WMIN I N/A ATGRADE N/A H 30 fT 4FT' AT GRADE ! H 4 200 FT ATGRADE H5i00 FT 6!' N/A IISIS FT ATGRADE H5200FT 9 F 4e'" MAY. 24" MIN ft%A € A G RADE ATGRADE N III f7 7 c7 l N/ A A7GRAD N TAAk AT GRA[)EATGRADE N%A ATGR.' 4QE 20 F7' H/A ATGRADE N/A A7 GPADF NfA N/A N/ A AT CRgDE 30 FT G MAX 48 MIN o N/A N/ A N/A ATGRADE. 15 iTi N4TA:, N/A NIA. hTGRADE._I THIS TABSE ISPERMISSIBLE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BROWARD AND MIAMI-DADE COUNTIES, CHECK WITH LOCH!.. ALIT I Y HAVING JURISDIC 1ION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WIT H A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF -TOP .HFIGHT Hn- TIE -DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Ci. C2 C3 C4 UNITS LARGEST HEIGI IT WIDTH , FACE i 6 FT' 24" MAX 12" MIN N/A H s ?.CID FT AT GRADE E0 FT H 5 80 H 5 2G0 ! M 9 FT= 32" MAX I 15" MIN N/A AT GRADE co n. <HS2GO FT N / A H S 200.7 4 FT' AT GRACE EI 5 20U FT H 5 200 FT H 5 200 FT I 60 FT <45 100 FTa 5F1'' NIA H5200 FT H 515 FT 60 F 0 FT H52CU YS' HTSJS fT A GRADE H 5 200 FT FT 9 I ... 48" MAX 24" MINN/ A I 60 FT 4A5Zm FT-. 12 FT' N/A AT GRADE NIA H 5 200 FT 60 FT sH 5120 FT i6 FT' N/A NfA N/ A H 5 40 FT' 60F <H ( mFT. 20 FT' N/ A ATGRADE N/ A H S 40 FT 60FT I H<2G,)FT 25 FT' NIA NIA NIA AT H S 20 60 fT< H0 FT 60" MAX48" MIN 30 PT' NfA N/A N/A 60F ATGRADE H SGU FT; H6 F I' N; A N/A N/A ATGRADE. AS AN EXAMPLE, THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AU FHORI TY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FUJR.10A COUNTIES, L7 3 IA Em 15-2378 TABLE S : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY 0 STRUCTURE') ALLOWABLE R00F,T0Y NEiGNT iN). VDOWN CONTTGuItATION T(Pf MAXIMUM SURFACE APEA OF UNIT UNIT Cl C2 C3 C4 UNIT'S LARGEST HEIGHT WIDTH : 1 FACE 6FT' 24'MAX Ns15 FT 12'MIN :60F7<H512017' H5.200 FT H5200 FT H5200 FT 9 F1' 32" MAX 15' MIN i AT GRADE H 5 ZOO F T s H 5 200 FT H <_ 200 FF 4FT' H5200 F7+ H5200 FT H5200 FT ' H5200 FT 40 FT H 5 200 FT IH 5 200 FT H 5 200 FT6FT' 60 FT < HIs fT L. 24 MIN ' AT GRADE 's H 5 200 FT 60 FT<H 580 FT H 5 200 FT H s 2DO FT9FT ) 48' MAX 1. 12 FT' 1 AT GRADE H5200 FT H540 FT 60 FT<H 5200 FT H5200 FT 16 FT'.. N/A_ I H 5 200 FT 5 FT64H5H5100 FT H 5 200 FT H 515 FT 20 FT 3 N/A H 5 200 Ff GI!'FT H 5180 FT H 5 200 FT Tom.._. N/A Hs40FT ATGRADE H5200 FT25FT ) 60FT<Hs WOFT. 60FT<H580FT F 61' MAX 49 MIN ..M,..... 30 FT' N/A H 515 FT ATGRADE H 200 FT H60FT <H 516U 36 FT' - 'i N/A AT GRADE ATGRADE H;200 FT 60 FT<H 580 FT TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') TABLE 6 : Vult=140 MPH, EXPOSURE C 1FORUSE WITHA RISK CATEGORY II STRUCTURE") ALLOWABLE ROOF TOP HEIGHT (H) TIF-DOWN CONFICIIRATICIN TYPF' MAXIMUM SURFACE AREA OF UNIT i UNIT WIDTH Cl I C2 0 C4. UNITSLARGEST FACE HEIGHT 6 FT' 24"MAX 12" MIN ATGRADE HS2OOFT H5200FT 3 H5200 Sly 9FP 32"MAX 15"MIN { N/A HS200 fT H S 1.S FT 60 FT<H5200 FT H5200 FT I 4FT' Hs200FT H5200FT i H5200FT Hs200FT 6 FT' - ATGRADE 60 FT<H 5160; H5200 FT j H5200 FT H5200 FT H5200 FT H540 FT 60 FT<H5200 fT H5200 FI ) g - 9 F7' 48"MAX 44 MIN ! ATGRADE s 12 FT' N/A H 5 200 FT ATGRADE 60 FT<H 5140 FY. H 5 200 F7 16 FP N/A H515 FT A7 GRADE I H i 20D FT - 60 FT . H 3 200 FT N/A H5SO FT160 GUOE H 5 200 FT20FTiFTH5200FTAlt 25 FT' N/A ATGRADE 60 fT H5140 FT A7GRAOE H 5I00 FT T .:.,,... .r .:.__: 60"MAX 48' MIN t.:- 30 FT' N/A AT GRADE I NIA H 5 200 FT 36FT' N/A ATGRADE N/A 11530 fT GDFT 200 FT SURFACEAREAOF LTNTT UNIT Cl C2 C3 C4 UNIT'S LARGEST S NETGHT WIDTH FACE t 6 F1' 24 MAX 12 MIN N/A H 5 200 F7 5H3020 160fTH2FXJFT H f 200 FT 9 FT' 32" MAX 15 MIN - N/A 1 H 5 200 FT ATGRADE' k6@F1' N5140 FTk H T. 20D FT q FT' H540 FT Sj H520OFT H5200 FT k H5200 FT I 60 FT< H 5200 FT 6 FT' ATGRADE H 52DO FT H5200 FT I H5200 FT 60 FT<H_<100 FT T. T 9 FT' 48" MAX i 24 MIN N/A H 5200 FT FT H S35WTT1i5200FT 3 H 5 200 FT i 12 FT' N/A H540 FT 1 80 FT <H5.20C FT ATGRADE 6J FT< H 580 FT k H 5 200 FT too" N/ A AT GRADE GD FT < H 5 200 FT N/A N s 2I0 FT I 20 Fr i N/A- ATGRADE 60FT< H52DOFT 7ATGRADE i H5200 FT 25 FT' N/A AT GRADE 60 FT< H 580 N/A i H 5 200 FT 60" MAX i 48" MIN 30 FT' I_ N/A N/A N(A -60 1H 50 2T FTx 00FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN e,",,,,__,,, i N/A N/A 160 AT GRADE FT<H<_200FT; BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION 36 fj N/ A FOR'iHE APPLICABI UN OF I HISTABLE WITHIN CERTAIN FLORIDA COUNTIES. 0 ENGINEERING EXPRESS1WE-71F A. PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATIr3N REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description, Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUAMN DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with,#8.T ,D1.7.61-88 test standards per test reports) #TEL 0197fi387A and *TEL 0107t6387B by Test , oratorieb ....., Inc.get A In STRUCTURAL ENGINEERING CALCULATIONS Rfsed Ern t eet's Sedal Valid for Structural engineering calculations have been prepared which- 2-` 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-f4L3. Minimum Unit Weight # PE004i9 •. '85' 4. Maximum Allowable Unit Surface AreaIiiN1411f[ M 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 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP. COM ENGINEERING 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e„ engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T" AVENUE #106 DEERriELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM 6 2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 4L,:)qi4 Documented Construction Value: S L0200 21, Job Address: Historic District: YesO No Parcel ID: Residential WCommercial Type of Work: New AdditionEl AlterationF] Repair Demo Chanue of Use Move El tion ofWork: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name- I'Sai Phone: ulorn1caStreet: Resident of property? City, State Zip: Contractor Information NamPhone: '&, Sim& YmS I COZ Street: i-Ka Y_Q Fax: C-I City, State Zip: rl 7-71 State License Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: __ Nfortgage Lender: Address: Address: WA_RNIN' G TO ONAINER: YOUR FAILURE TO RECORD A NOTICE OF COAMENTCEMENT"N1.4,17RESULT IN YOUR PAYING TWICE FOR EAPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT TNIUST 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 perforrned 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', beaters, tanks,, and air conditioners, etc. FBC 105. 3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional'pein-lits 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 perinit subinittal. 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 f12ured based on the current ICC Valuation Table in effect at the time the pern-Jit 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 Iai-,,s regulating constructimiregulating zzrn g. ofO,Amer/Azomt Date Print , Owner/Agent's N3MC Print Signature of Notary -State of Florida. Date Date kFA STEPHANIE RALLO Commission # FF 175017 Expires ber 9, 2018XF 0 a OrA 01 FWn In.uramo 80045-7019 Owner/Agent is Personally Kmown to Me or Contra ctdYfA,,6= to Me orZ, Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY 1 Electrical [:] Mechanical Plumbing[] Gas[:] RoofF Permits Required: Building CF Construction Type: Occupancy Use: Total Sq Ft of Bldg: Alin. Occupancy Load: Flood Zone: of Stories: New Construction: Electric -# of Amps Plumbing - 9 of Fixtures Fire Sprinklerinkler Permit: Yes n No n # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: Im Fire Alarm Permit: Yes 0 No 0 WASTE WATER: Revised: June 30, 2015 Permit Application V= S a& LUNI"R15 A ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Residential House Pad, Lot 302 Material: Native Reference Datum: 0 = Bottom of Foundation Footing Hand Auger Borings: Location of Auger Borings: Center Was Building Pad Staked: N Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 LIES Project No: 0110.1401008.0000 Workorder No: 9336083-2 Report Date: 11/07/2017 7 -2 9`% LIES Technician Albert Jacome Date Tested 11 /06/2017 Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor 0'-5' Brown sand /w silt, 5'-6' Grey sand, 6'-7 silty sand Unsuitable Soils: Laboratory Test Results: Were unsuitable soils encountered: N Organic Content; N/A Moisture Content: N/A Samples Obtai Should Material be Removed: N/A In -Place Density Test Report The tests below eet the 95% minim m compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture SOP Compaction Pass or Fail 6 North side (Footing) 0-1 ft 105.4 11.8 103.6 6.3 98 Pass 7 west side (footing) 1-2 ft 105.4 11.8 102.6 5.9 97 Pass 8 East side (footing) 1-2 ft 105.4 11.8 102.3 7.0 97 Pass 9 Northwest corner of pad (TOF) 1-2 ft 105.4 11.8 104.2 8.6 99 Pass 10 Southeast corner of pad (TOF) 2-3 ft 105.4 11.8 1 103.9 10.4 99 Pass Remarks: (TOF) 0 = Top of Fill 481 Red Rose Lane To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 7-23q DESCRI?TION AS FURNISHED: Lot 302, 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 293 AT 00010' 44" W 40. 00' 11M iLOT 30J 5. 00, 5. 00, LOT 302 34. 80, 34.80' 1 I 25. 20' 25.20' 10' UTIL. ESMT. B. B.) S 00010' 44" E 40. 00' RED ROSE LANE 5. 00' W O V O o N 00 5. DO' C/1 LOT 301 129. 58' PC) LOT - 4,800 LIVING SQ. Fr. L 1, 157 SQ.FT. G 0 GARAGE - 451 SQ.FT. ENTRY - 74 SQ.FT. LANAI - 128 SQ.FT. BREEZEWAY- N/A SQ. FT. DRIVEWAY - 403 SOFT. A/ C PAD = 9 SQ.FT 50' R/W) TRACT I WALKWAY 73 s IMPERVIOUS- 9 47.8 UTILITY & ACCESS RIW = 2,294 SQ.FT. Q SOD 2 506 SOFT. OFFLOT = C 10 PROPOSED = FINISHED SPOT GRADE ELEVATION RAW = 430 SQ.FT APRON =. 110 SQ.FT. PERDRAINAGEPLANSBUILDINGSETBACKS: SIDEWALK = 200 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' SOD = 120 SQ.FT. LOT GRADING TYPE A REAR = ,0PROPOSED INFORMATION SHOWN AREA PROPOSED F.F. PER PLANS = 24.6' * SIDE = 5,0' = 5,240 SQ.FT. SIDE CORNER = 10' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUC77ONS PER SIDEWALK - 273 SQ.FT, CLIENT NOTFIELDVERIFIEDSOD - 2,626 SQ.FT. CRUSEiVNETYE'R- ASYCOTT & A/SIS'OC., INC. - LAN17 SURVE'YORAS LEGEND - LEGEND - P • PLAT PDL , POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 I. aFIELDTIP. • TYPICAL NOTES: I.P. TRW! RODPIPPR.C. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURREY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C TRW RODBCC, • POINT W CIiMWND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61-17 FLORIDA, ADMINISTRATIVE CODE PURSUANT TD SECTION 472.027, FLOR04 STATUES SE CONCRETE MONUMENTRADIAL 2. UNLESS EMBOSSED WITH SURVEYOR S. SM,NATURE AND CRICMAAI RASED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET CR. RECOVERED1Er/ MU A596 N.R.NR. NON -RADIALJ. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESIRICOONS PILL .RECOVERED WAWITNESS POINT P.D.D. POINT OF HEGINiING CALL. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. rA.c. . POINTDFCDNNENCENENTPRA • PERNAIENT REFERENCE 1ONtMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. E • CENTERLOE FF. FINISHED FLOUR ELEVATION 6. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. R/ • NAIL tDISKB.. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROIEMENTS HEREON SHOULD NOT BE USG) TO RECONSTRUCT BDUNOYlY LINES. ESM RIGHT-OF-WAY B.M.. • BASE ARK T B l, , g D ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING ESMT •EASEMENT 0.0. . BASE BEARING (B,g,) DRAIN, DRAINAGE 8, EI YATpNS !F SHOWN, ARE BCASLO) ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. • UTILITY 9, CERTIFICATE OF AUTHORIZATION ft. 4696. W11F CHAIN LINK FENCE =WOOD FENCE C DF5. / B •CONCRETEBLACKP.C. POINT OF CURVATURE SCALE 1' 20'--I DRAWN BY: ••+ P.T. • POINT OF TANGENCY DESC. - DESCRIPTION CERTIFIED BY.. DATE ORDER No. R : RADNSL ARC D • DELTA LENGTHPLOT PLAN 07-17-17 - 2817-17 C CHORD FORMB04RD FOUNDA770N/ ELEVS. 11-01-17 4740-17 C.B. CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES. NOT IJE WITHIN o THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' T CRUSE EVER. R.L.S. i 4714 ZONE X• MAP / 12117C 0055 F. JAMES W. SCO , R.LS If 4801 f SUBDIVISION: ! b{,r-,&-?hf''t0Q. LOT #: 130 Job Address: Parcel _ID: Type of NVork: New CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ (oa LA.) 1-7 Historic District: Yes NtoI C1 C C.1 t,sidcntial Commercial Addition Alteration Repair De no Change of Use Move Description of Mlorl : NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Title: Property Owner Information Name Phone: Street: Resident of Property? City, State Zip: Contractor Information Nance NORTHWEST PLUMBING OF ORLANDO Phone: (770).941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Tip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address-. NVARNING TO ONt"NER: YOUR FAILURE TO RECORD A NOTICEI.OF COMMENCEMENT MAY RESttLT IN YOUR PAYING TWICE FOR INIPROVENIENTS TO YOUR PROPERTY. A NOTICE OF COMNIENCEMENT 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 s perinit to do the work and installations as indicated. i certify that no Work or installation has commenced prior to the issuance of a permit acid 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 '10,.5.3 Shall be inscribed with the date of applicalien and the code in effect as of Thal date: 5t" Edition (2014) Florida Building Code Revk,ed- June :10, 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 Iederal agencies. 0 C Acceptance of permit is verification that I will notity the owner ofthe property of the requirements of Florida Lien Law, FS 713. I -Ile City ol'Sanford requires payment ol'a plan review fiee 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 eftct 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 I t will be applied to your permit fees when the permit is issued, QIVNEIVS 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 constructio find zoning. 4 dl' Signature of %vner/A.gent Date S i gnUt Lire, o I'Co ntrar/A ge Lit i ems. - Print OwierlAgeni' s Name Print Signature ot' Notarv-State of"Florida Date EXPIRES GEORGIA JUNE 8, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent.is Personally Known to Me or Produced ID Type of ID Produced ID _ Type of ID BELOW IS FOR OFFICE USE ONLY PerinitsRequired: Building[] ElectricaIF] MechanicalE] PlunibingFj Construction Type: Occupancy Use: Total Sq Ft of Bldg: Nlin. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes F No F # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: GasFJ RoofFJ Flood Zone: of Stories: Plumbing -# of Fixtures Fire Alarm Permit: Yes n NoR WASTE WATER: BUILDING-. Revised: Junc 30, 201 i Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 2 011-7 c,( Documented Construction Value: S Job Address:', -u Historic District: Yes Nog Parcel ID: Residentiato Commercial L Type of Work: Newo Addition Alteration ' i ' Repair Demo Change of Use 0 MoveQ Description of Work: ;R1yvt;[i-er lt(C yJot,•,r- Plan Review Contact Person: rr Phone: ` n -G*5. 0oui. Fax Name Street: City, State Zip: nJ U' l tALL" Title: Email: Property Owner information Phone: Resident of roe 1JV PP Y Contractor Information t .' : l% Phone., Nameg 7 Street: " O" TSGo": _ Fax: opt- ` p City, State Zip: r1 State License No.: M'_'1) c0 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip:: E-mail: Bonding Company: Mortgage Lender: Address: Address:. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no Work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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 upplicuble to (Iris 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 7O urate tat work will be done in compliance with All applicable•laws regulating construction and g. Signature of Owner/Agent Date bate Print Owner/Agent's Name Ptjp( Contractor/Agent's Name Signature ofNotary-State of Florida Date Signature CHERYL D AKERS MY COMMISSION`* FFD98962 EXPIRES June OS',` 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is _AeL-Tersonally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW -IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of ;Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: _ UTILITIES: WASTE WATER:, ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application pH.igSR 41EAl3NN&ALK{Ott fi IVf EfleRhe ttP 9/19/SA36 t35P" 'iN#c tP+Yt'hptl Rtryx1FFCRYPl4,:WF i4MMNMIVGt y3P 1T) T' #ix xp;;,i a • •" V_ e :P? mom tfmz AltSts _ K ..,,_ i16iP4Ne. 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SP3k j%atQ-... ; i. µtof] 1 1/ Y9/1016 il'.4J AA' SkNFORD FIRE DEPARTMENT F Building & Fire Prevention Division RESIDENTIAL FENCE PERIVIITAPPLICATION Application No: ' 3 Documented Construction Value: S /6Vb Job,Address: f'd'J yt Historic District: Yes No Parcel ID: Plan Review Contact Person: Phone: `f 0-%—,57 r --7 (ftFax: ZiDT 3JZ - Title: - Email: Yam,'«"-Lu.R@ r Residential Fence Information Type of Fence: Wood Metal PVC/Vinyl jo Iron Other Fence Height: Feet # Gates: Additional Information: Total Linear Feet: `® Fences with a height of over 6 feet will require signed & sealed structural engineering** f„ Property Owner Information Name ° 1' r i Phone: Street: 2-bG% Resident of property? City, State Zip: ,7 Fence Contractor Information Name w`CzryL F7e4, Street: City, State Zip: bg 3 `i ^70 Phone:`Z 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. 0 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. 11 L /3/- S 0 nature of Owner/Agent Da Signature of ontractor/Agent Date 1pho r As?AVt-K Print mer/Agent's Name i Print ntractor/Agent's Name 0 98t81Ei;'pw•j 1a6.Y C;, 03 17 Pp Si atur o Notary -State o lorida e : •q' oef I oi. a 'SJignature of Notary-Sta Q° i N °. = IQ BARTELS tate of Flonaa GG 148852# FF 229021 o e s Nov. 15, 2021 s dJ •• o Q nded Nh••gQ Owner/Agent is Personally Known toyWL(C°:q ? va Contractor/Agent is --Personally Known to Me or Produced ID Type of ID +'F fgl;`,; a n 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: kl k,2,6 UTILITIES: COMMENTS: _ ENGINEERING: FIRE: Ok to install approx. 40 linear feet of 6 foot high tan PVC privacy fence as shown on plan. Fence shall be constructed with finished side facing outward. Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application t,.r yr F SXKF0RD FIRE DEPARTMENT Building & Fire Prevention Division RESIDENTIAL FENCE AFFIDAVIT _ 6 FEET OR LESS IN HEIGHT) PERMIT #: ` ADDRESS: 7/4 f ' ""•?R' c— HEREBY AFFIRM THAT ALL OF THE FOREGOING INFORMATION IS T ' E AND ACCURATE. THE FENCE WILL BE INSTALLED IN THE APPROVED LOCATION AS SHOWN ON THE APPROVED SITE PLAN. THE FENCE WILL BE NO HIGHER THAN 6 FEET, MEASURED FROM GRADE. THE FINISHED SIDE OF THE FENCE IS REQUIRED TO FACE OUT. IT IS THE HOMEOWNER'S RESPONSIBILITY TO VERIFY THE FENCE IS PLACED WITHIN THE PROPERTY LINES AND ANY DISPUTES BETWEEN ADJACENT HOMEOWNERS WILL BE A CIVIL MATTER. I UNDERSTAND THAT FAILURE TO PROPERLY FOLLOW THESE GUIDELINES AND ADHERE TO ALL CITY CODES (SANFORD LAND DEVELOPMENT REGULATIONS, SCHEDULE F) COULD RESULT IN THE FENCE HAVING TO BE REPLACED, RELOCATED OR REMOVED AT THE OWNER'S EXPENSE. tvi FENCE CONTRACTORJLAJ 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: CONTRACTOR SIGNATURE: HOMEOWNER (OWNER/BUILDER) OWNER/BUILDERNAME: OWNER / BUILDE•R SIGNATURE: PLEASE NOTE"" DATE: 1 lg 1- DATE: Z THE BUILDING DEPARTMENT WILL NOT CONDUCT ANY INSPECTIONS ON RESIDENTIAL FENCES. THIS AFFIDAVIT MUST BE PROVIDED D` SIGNED AND NOTARIZED2 AT THE TIME OF PERMIT SUBMITTAL ANWILL SUFFICE AS THE FINAL INSPECTION APPROVAL FOR THE FENCE. STATE OF FLORIDA COUNTY OF Sworn to and Subscribed before me this — i Lo day of / V lit1 wit" 20 a by: IDS Cri Pax Who is 14ersonally Known ident' is tion) as identification. Signature of Notary Public State Torida ICJ —rl G I C.- Print/ Type/Stamp Name of Notary Public to me or has Produced (type of Effective: August 1, 2017 a PATRICIA L. SARTELSNotary Public, State of Florida Commission# GG 148852 My comm. expires Nov. 15, 2021 DESCRIPTION AS FURNISHED: Lot 302, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages70thru71, Public Records of Seminole County, Florida. PLOT PLAN 5pFOR/CERTIFIED l0: Taylor Morrison of Florida, Inc. LOT 303 ff r! LOT 293 I 1 N 00010' 44" W 40.00' LOT 302 26.60' I34.80, ZONING -DATEjA2f?L t-b— Ok to install approx. 40 linear feet of 6 foot high tan PVC privacy fence as 1 shown on plan. Fence shall be constructed with finished side facing outward. 5.00 16.0' ao A/C 7.00' LANAI C 5.00' 30.0' t 5.00, 5.00, 0 y0 Q PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 24,6' } PROPOSED GRADE PER CONSTRUCTION PLAN ++ O O PROPOSED RESIDENCE MANCHESTER — A 2 CAR GARAGE LEFT 8.7' 3 I 16' DRIVE P 25.2f0f' 25.20' 1 -1-- — — — 4- — — — 10' UTIL. ESMT. 5' CONC. WALK 3' FLARES 1 B.B.)S 00010'44" E 40. 00, RED ROSE LANE 50' R/W) TRACT J' UTILITY & ACCESS R/W O O A Co 5.00, CQ LOT 301 129.58' P0C) DRAINAGE INLET PER CIVIL PLAN BUILDING SErBactCs: PLOT PLAN ONLY" FRONT = NOT A SURVEY) REAR = 15' SIDE 5. PROPOSED INFORMATION SHOCSIDECORNER1D' BASED ON SUPPLIED PLAN AND/OR INSTRUCTIONS PER CLIENT NOT FIELD VERIFIED LLII 4,800 SQ.FT LIVING 1,157 SO.FT. GARAGE 451 SQ.FT. ENTRY 74 SO.FT. LANAI 126 SOFT, BREEZEWAY= N/A SQ.FT. DRIVEWAY 403 SOFT. A/C PAD 9 SQ.FT. WALKWAY 73 SQ.Fr. IMPERVIOUS= 47.8 X 2,294 SQ.FT. SOD 9 Fnn cn cT K/W = 430 SOFT. APRON = 110 SO. FT SIDEWALK = 200 SQ.FT. SOD = 15,n sn PT O,L40 SQ.FT. DRIVEWAY — 513 SOFT. SIDEWALK — 273 SO.FT. SOD = 2 626 SO FT GR ULSENffT'YTR — NSI CO TT do A AS'AS'O C. , INC. —LAND ,S'UR VEYORAS LEGEND - LEGEND - P PLATFIELD PAL POINT ON LINE 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 IP. I.R. v IRON RODROD TYP, PR.C, PAD. TYPICALPOINTOF REVERS[ CURVATURE POINT OF CDAPOUND CURVATUREPOIN NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORM BY THE FLORIDA BOARDCONC.H. •CONCRETE H@IUHENT CT I.R. • 12• IR. •/MLB 4596 PAD, NA. NON -RADIAL OFPROFESSIONALSURVEYORSAND1LAPPERSINCHAPTERW-17 FLORIDA ADMINISTRkMr CODE PURSUANT M SECTION 472,027, FLORIM STAKES2. UNLESS E1.IBOSSED WIN SURVEYOR'S SIONITURE AND ORIGINAL RAISED SEAL THIS RECPA.H. RECOVERED VP. V[iNESS PD1NT SURVEY MAP OR COPIES ARE HOT VAUO. VAJ. THIS SURVEY WAS PREPARED FROM TILE INFOPAUMN FURNISHED TO THE SURVEYOR. THERE NAY BE OTHER P.O.C. POINT DF BEGDINCEPOINTOF CALL v CALCULATED RESTRICTIONSORE:LSEANEm THAT AFFECT THIS PROPERTY. CONHENCEHENT CENTERLINE PRMFf. PERMANENT REFERENCE NONUKENT FINIS/1ED 4. NO UNDERGROUND NPROMWENTS HIVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N&D NAIL L DISK BSL FLOOR ELEVATION BU0.DOIG SETBACK LINE 5. THIS SURVEY IS PREPARED FOR ME SOLE BENEFR OF THOSE CERTIFIED TO AND SHOULD NOT BE RCUED UPON BYR/V R[GMT-OF-VAY BM HCNLHWIRK ANY OTHER ENTITY. B 01"'SIOHS SHOWN FOR THE LOCATION OF WPROVEMONTS HEREON SHOULD NOT BE USED TO FECON57RUCT 80UNLW7Y ' ESHT. DRAIN. EASEMENTDRAINAGE B.B. BASE BEARING ONES. 7. BFARWCS, ARE ELLSED ,FUME OANM AND ON THE LINE SHOWN AS BASE BEARING (B.&) UTIL. UTILITY 8 ELEVATpNS, IF SHOWN, ARE WED ON NATIONAL GEOOETIC DATUM OF 192.9, UNLESS OMf1MiSE NOTED. a CHAIN LINK FENCE 9. CERTIFICATE OF AU`TH=AIION No, 4*19D. VD.FCC/8C/D FENCE CONCWOODRETECONCRETE BLOCK P.C. P.T. POINT OF CURVATURE POINT OF TANGENCY DALE 1' i 2O'- DRAWN BY: • DESC. R DESCRIPTION RADIUS CERTIFIED BY: DATE O DER No. D DELTAENGTM PLOT PLAN 07-17-17 2817-17 Lrn. CHORD CHORD BEARING NORTH CCTHISBUILDING/PROPERTY 00ES.N0T UE WITHIN- __—__Y_..._ THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' OM X. CRUSE EYFR, R.L775__. F 4714 ZONE X. MAP / 12117C 0055 F. S W. SCO R.LS 1 4801 DESCRIPTION AS FURNISHED: Lot 302, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Angie Boilon; Inspired,. Title Services, LLC; First American Title Insurance Company; Taylor Morrison Home Funding LOT 293 N 00010' 44" W 0.4 I.R. I RECNOREC. 40. 00' ON I.D. I.D. LR.IONNOI. D_ _ PVC y0 FENCE LOT 302 26.80' 26.80' 34.80' 16.0 3.5'x7.0' ad COV'D. CONC. AC PAD 5.00' 5.00' 30.0' W TWO STORY oRESIDENCE F.F.=24.66' M O O LOT 303 O O 0)6 LOT 301 o 0 n2 W 00 03 5.0' 5.00' irjyY.ti COV'D. M ai BRICK 5.0' 4S BRICK 5.00' 21.3' WALK 16' 1 I-2394 BRICK DR. 25.20 25.20' 0.1' 10' UTIL. ESMT. 0.2 OFF OFF l L' 129.58' REC. 1/2 I.R. 4' CONC. WALK REC. 1/ 12R. (0) NO I.D. NO I.D. B.B.) S 00.10' 44" E ON LOT AREA CALCULATIONS: 40.00 FT. LOT = 4,800 SO. LIVING = 1,157 S0.r i. ryLGO G GARAGE = 451 S0. FT. ENTRY = 74 SO.FT LANAI = 128 SO..rIr TBREEZEWAY = N/A SO.FT DRIVEWAY = 403 SO. FT. RED ROSE LANE A/C PAD = 9 SO. FT. WALKWAY = 73 SO.F7. 50' RIW) TRACT I IMPERVIOUS = 47.8 % 2,294 SO.FT.. UTILITY &ACCESS R/W SOD = 2 506 SO.F`T. Q OFF LOT AREA CALCULATIONS: R/W = 430 SO.r i'. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SO.F?. SIDEWALK = 200 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SOD = 120 S0.F_=_ PROPOSED DRAINAGE FLOW FRONT = 25' TOTAL AREAS: LOT GRADING TYPE A REAR = 15' 4 PROPOSED INFORMATION SHOWN AREA = 5,240 5-077 . SIDE = 5.0' PROPOSED F.F. PER PLANS = 24.6' BASED ON SUPPLIED PLAN DRIVEWAY = 573 SOFTSIDE10' CORNER = AND/OR INSTRUCTIONS PER SIDEWALK = 273 SOFT.*= PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT(NOT FIELD VERIFIED) I SOD = 2,626 SO. FT. CRUSEYVAIEKER-ASCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT PAL. POINT ON LINE F = FIELD TYP. TYPICAL I.P. IRON PIPE PR.C. POINT OF REVERSE CURVATURE P,C.C. • POINT OF COMPOUND CURVATURE NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUESI.R, -IRON ROD C.M. = CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEA4 THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. = 1/2' IR, w/MLB 4596 N.R. - NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RE57RIC710NS REC. RECOVERED VP, WITNESS POINT P.O.B. = POINT OF BEGINNING CALC. • CALCULATED PRX • PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. PA.C. POINT OF COMMENCEMENT I = CENTERLINE FF. • FINISHED FLOOR ELEVATION B.S.L. BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTItt. FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. NLD = NAIL t DISK R/V `RIGHT-OF-WAY BH. BENCHMARK 6. DIMENSIONS SHOWN 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (9.8.) ESMT. EASEMENT B.H. BASE BEARING B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929. UNLESS OTHERWISE NOTED. DRAIN. -DRAINAGE UTIL. =UTILITY 8. CERTIFICATE OF AUTHORIZATION NO. 4596. CLFC. CHAIN LINK FENCE VD.FC. = WOOD FENCE C/B = CONCRETE BLOCK SCALE DRAWN BY: ** P,C. POINT OF CURVATURE P.T. POINT OF TANGENCY E) CERTIFIED BY: DATE ORDER No. DESC. `DESCRIPTION R = RADIUS PLOT PLAN 07-17-17 2817-17 L = ARC LENGTH FORMBOARD FOUNDATION/ELEVS. 11-01-17 4748-17 D = DELTA C CHORD = C.B. CHORD BEARING NORTH FINAL/ELEVS. 03-19-18 I310-18 1 THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' TOM GR SENM R, R.L.S. %I 4714 ZONE "x` MAP I 12117C 0055 F JAMES COTT, R.L.S d 4801 0