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492 Red Rose Ln 17-3732; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000076 BUILDING PERMIT NUMBER: 18-10000076 DATE: February 01, 2018 fC) UNIT ADDRESS: RED ROSE IN 492 21-19-30-510-0000-1600 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 492 RED ROSE LANE THORNBROOKE PH 4 LOT 160 SFR FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 1.000 dwl unit 54.00SCHOOLS Single Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDAR DAYS OF THE DATE ABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE Parcel ID Number: Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRINT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER SK 904 Pq 200 (1Pgs ) CLERK'S Y 20171283,8 RECORDED 12?2ii;': i i 17 10 2'04+: 28 M 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. 1. Description of property: LOT 1 (00 Legal Description : Thornbrooke Phase `t ,, according to the plat thereof, as recorded in Plat Book 3( Page70-'11 of the public records of Seminole County, Florida. a Addresses : q04, S .e.. Sanford FL 2. General description of improvements : Single Family Home 3. Owner information: Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed Signature of Owner's Agent: A,- ,. Joh Asa Wright T for Morrison of Florida In Sworn to and subscribed before me this by John Asa Notary Public DA My commission exI Serial No. FF 2091( P bw v CITY OF SANFO BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • J-7-3 3 2 0 B01p ACIO BY: Documented Construction Value: $ a Job Address: 4qA ged g4 se L Historic District: Yes No 0 Parcel ID: 21-19-30- 3f 0 -0000- 1(o6 0 Residential [) Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use El Move Description of Work: i11H Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne& Permits Perm itsPermits. corn Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 l n Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 f Name: Street: C City, St, Zip: Bonding Company: N/A Address: 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. k Si ture of Owner/Agent TAYLOR MORRISON C}F F-0 INC Print Owner/Agent's Name,4 Signature of Notar'S rlorida Date„ o'soll P` gaoaeaj` 6 Owner/Agent is y Per%W414 Known to Me or Produced ID N/A Type of ID gnature of Contract Agent a 157 I/ JOHN ASA WRI Print Contractor/444 Signature of 1 huy-State of Florida p G"" i9"'" 0• F Qs\oN N e Contractor/Agent is YES Personally Known to Me or Produced ID NI/A Type of ID Permits Required: Building © Electrical Z Mechanical ® Plumbing© Gas Roof Construction Type: eJP, Occupancy Use: T-3 Flood Zone: X- i Ac qED Total Sq Ft of Bldg: Za kO Min. Occupancy Load: k S # of Stories: 2- New Construction: Electric - # of Amps 1 Sc) Plumbing - # of Fixtures. Fire Sprinkler Permit: Yes No Lj # of Heads APPROVALS: ,ZONING: i 30 ti5 UTILITIES: ENGINEERING: &Ax t- l - Z -Zo ($ FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. L15.q0to " `P 60coa Czrarik , &T - 20 Fire Alarm Permit: Yes No WASTE WATER: BUILDING: ;Y 2. 13- (g Revised: June 30,2015 L- Permit Application Sy, DEC 2 0 2017 1: CITY OF S FORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 7f3-72Z 111 q5- Job Address: 4qA 9-ed r4 se Lat Historic District: Yes No 0 Parcel ID: 21-19-30- 510 -0000- 1 &6 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use 0 Move Description of Work: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE#200 City, State Zip: MAITLAND FL 32751 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: NIA Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVJEMENTS 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. K Si lure of Owner/Agent TAYLOR MORRISON Cf DLO INC Print Owner/Agent's Name// Signature of Notary lorida Dated POkc WO"a. 1*011110 Owner/Agent is YFS Perms Known to Me or Produced ID N/A Type of ID 1114 ze, (=: 17, //, Z, //, -? gnatwe of Contractor/Agent a JOHN ASA WRIG T Print Contractor/ e Signature of t -State of Florida p 9 D.ON 14 St fiN Contractor/Agent is YES Personally Known to Me or Produced ID NVA 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: AONING: ENGINEERING: COMMENTS: UTILITIES: 11' Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 492 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1600 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: 0 New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) it ,RP WY ) i i lUue n t% _ . tO OwT WILY, OF htiNh `:6tfi i - y a • z 4. Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway E The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3732 Reviewed by: Michael Cash, CFM Date: January 2, 2018 Application for Right -of -Way Use R ID for Driveway' y LandscapeWalkway & Lde FO 1877 — 11 Department of Planning & Development Services www. sanfordm.gov 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's a- Knowright-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.. m" BO&V U what' s below. ffJ gall before you dig. 1. Project Location/Address: Ll q A p, jqO SG L-Q G1 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date e/ ram / Completion Date Emergency Repairs 4. Brief Description of Work: MIAFAIA%v Ax (6 G"1/ & A This application is submitted by: Property Owner. //' nQp / rypp rAe , Signature: cw i42 Print Na lme: Ai 4 /+1(p// O a/,V Address:: / 9 rr eyfJyi. MIZAIL 4,4&E #Gw Mlir(AA i/ 9 XIMPhone: ` ti(!'N (" t QiF o Fax- O QAhne@ sz(i Y)l1SA(mrtXk1M& W Date: rd--13 - l? 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, stornwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City' s right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. b; Signature: Date: /9— 0-17 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: September2010 ROW Use Driveway.pdf SCPA Parcel View: 21-19-30-510-0000-1600 http://parce ldetai l . scpafl. org/ParcelDetaillnfo.aspx?PID=21193 05100... Property Record Card Parcel: 21-19-30-510-0000-1600 CFA Owner: TAYLOR MORRISON OF FL INC s n octoouurr ct. Property Address: 492 RED ROSE LN SANFORD, FL 32771 Parcel Information Value Summary Parcel 21-19-30-510-0000-1600 Owner TAYLOR MORRISON OF FL INC Property Address 492 RED ROSE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 f Subdivision Name THORNBROOKE PHASE 4 Tax District DOR Use Code S1-SANFORD 100-VACANT RESIDENTIAL I _- Exemptions V 160 119. 54 r Seminole County GIS Legal Description LOT 160 THORNBROOKE PHASE 4 PB 81 PGS 70-71 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) I $26,050 Land Value Ag Just/Market Value `" 26,050 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj 24,241 P&G Adj 0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Sales I I Description Date Book Page Amount Qualified No Sales l of 2 12/13/2017, 5:32 PM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # I'1- 'R,"1 a.7 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: 4Q 2 2.eD ELECTRICAL°PERIYIIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final m. Y#pi } Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMITS _ Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 r RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot16 TornbrookeBocaGrandeGRE Builder Name: TAYLOR ,ORRISON Street: T'ir GI /dS- 2- Permit Office: T 7J 3 2 gUl/iyG, City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 SAWORD Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) O gRTM 1. New construction or existing New (From Plans) 9. Wall Types(2773.3 sqft.) Insulation 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1448.00 ftz b. Concrete Block - Int Insul, Exterior R=4A 1092.00 ftz 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 233.33 ftz 4. Number of Bedrooms 4 d. N/A R= ftz 10. Ceiling Types (1506.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1466.00 ftz 6. Conditioned floor area above grade (ftz) 2197 b. Knee Wall (Vented) R=30.0 40.00 ftz Conditioned floor area below grade (ftz) 0 c. 11. Ducts R= ftz R ft' 7. Windows(395.6 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 439.4 a. U-Factor: Dbl, U=0.34 267.58 ftz SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 128.00 ftz 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 34.2 SEER:15.00 c. U-Factor: N/A ftz SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftz a. Electric Heat Pump 32.8 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 5.202 ft. Area Weighted Average SHGC: 0.313 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1466.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 998.00 ftz b. Conservation features b. Floor over Garage R=19.0 468.00 ftz None c. N/A R= ftz 15. Credits Pstat Glass/ Floor Area: 0.180 Total Proposed Modified Loads: 69.53 PASS Total Baseline Loads: 71.29 I hereby certify that the plans and specifications covered by Review of the plans and 1NE S741 FO thiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythisCode. calculation indicates compliance with the Florida Energy Code. PREPARED BY- Before construction is completed DATE: - 11.L1.6/_1.7_. this building will be inspected for compliance with Section 553.908 0 J i I hereby certify that this building, as de ed, is in compliance Florida Energy Code. Florida Statutes. z CpD r ti1 withtheOWNER/ AGENT: 3 / ? BUILDING OFFICIAL:- 2 DATE: - --- -- - DATE: - --- " Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/ 16/2017 828 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 160TornbrookeBocaGrand Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2197 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Block1 2197 18674.5 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2197 18674.5 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage Main ____ -__- 468 ft2 19 0 0 1 2 Slab -On -Grade Edge Insulatio Main 117 ft 0 998 ft2 -___ 0.39 0 0.61 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 1640 ft2 368 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC RBS IRCCV # Type Ventilation Vent Ratio (1 in) Area 1 Full attic Vented 300 1466 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 30 Batt 40 ft2 0.11 Wood 2 Under Attic (Vented) Main 30 Blown 1466 ft2 0.11 Wood 11/16/2017 8:28 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt T_o Wall_T-ype Space R-Value Ft-In-F_t In Area R-Value-Fraction-Absor Grade% - 1 N Exterior Frame - Wood Main 13 61 0 8 0 488.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 38 0 9 4 354.7 ft2 0 0 0.6 0 3 E Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 8 0 9 4 74.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood Main 13 61 0 8 0 488.0 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul Main 4.1 41 6 9 4 387.3 ft2 0 0 0.6 0 7 W Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft2 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul Main 4.1 29 6 9 4 275.3 ft2 0 0 0.6 0 9 Garage Frame - Wood Main 13 25 0 9 4 233.3 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Main None 25 3 8 24 ft2 2 Wood Main None 25 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 2 N 1 Vinyl Low-E Double Yes 0.34 0.31 12.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 3 N 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 4 N 2 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 5 E 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 6 E 3 Vinyl Low-E Double Yes 0.34 0.31 8.9 ft2 1 ft 0 in 2 ft 8 in Drapes/blinds None 7 E 4 Vinyl Low-E Double Yes 0.34 0.31 9.3 ft2 7 ft 8 in 0 ft 4 in Drapes/blinds Exterior 5 8 S 5 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 9 S 5 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds None 10 S 6 Metal Low-E Double Yes 0.58 0.32 64.0 ft2 16 ft 0 in 0 ft 0 in Drapes/blinds None 11 S 6 Vinyl Low-E Double Yes 0.34 0.31 38.5 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 12 W 7 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 13 W 8 Metal Low-E Double Yes 0.58 0.32 64.0 ft2 11 ft 0 in 0 ft 0 in Drapes/blinds None 14 W 8 Vinyl Low-E Double Yes 0.34 0.31 38.5 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 510 ft2 384 ft2 64 ft 8 ft 1 11/16/2017 828 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 00027 1556.2 85.43 160.67 .2427 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 32.8 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 34.2 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ftz DUCTS Supply ---- V # Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 439.4 ft Main 109.85 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Coolin [ Jan ] Feb H Mar Heating IX} Jan EX Feb Mar Ventin [ ]] Jan [) Feb Mar Ceiling Fans: A r [ j Ma rj Jun X Jul [X] AugX] Se Oct Nov l ArMayJun f Jul [ ] Au[ ] Sep Oct Nov Apr [ ] May Jun [ Jul [ ] Aug [ ] Se Oct X Nov Dec Dec Dec 11/16/2017 8:28 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: Schedule Type HERS 2006 Reference 1 2 3 4 5 Hours 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 11/16/2017 8:28 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1448.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1092.00 ft2 1 c. Frame - Wood, Adjacent R=13.0 233.33 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1466.00 ft2 2197 b. Knee Wall (Vented) R=30.0 40.00 ft2 c. N/A R= ft2 Area 11. Ducts R ft2 267.58 ft2 a. Sup: Attic, Ret: Main, AH: Main 6 439.4 128.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 34.2 SEER:15.00 H 5.202 ft. 0.313 Insulation Area R=0.0 998.00 ft2 R=19.0 468.00 ft2 R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: , / / Date: Address of New Home: "v L- L- tl -t.Z . City/FL Zip: S01+11- kBtu/hr Efficiency 32.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat 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. 11/16/2017 8:28 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 9DEL-AIR Manual S Compliance Report HUTRic * AIR CONDMONING Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 For: TAYLOR MORRISON WESTMINISTER Design Conditions Job: Lotl60TornbrookeBoca... Date: 06.04.14 By: BENTLEY Outdoor design DB: 92.4°F Sensible gain: 26642 Btuh Entering coil DB: 76.50F Outdoor design WB: 76.3°F Latent gain: 4698 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 31340 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBA27UHE-036-230*++TDR Actual airflow: 1160 cfm Sensible capacity: 30463 Btuh 114% of load Latent capacity: 2643 Btuh 56% of load Total capacity: 33107 Btuh 106% of load SHR: 92% Design Conditions Outdoor design DB: 41.9°F Heat loss: 25452 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-036-230-19+CBA27UHE-036-230`++TDR Actual airflow: 1160 cfm Output capacity: 32240 Btuh 127% of load Capacity balance: 35 IF Supplemental heat required: 0 Btuh Economic balance: -99 IF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 7.4 kW 99% of load Temp. rise: 20 IF Meets are all requirements of ACCA Manual S. t WI'1 hfiso l' 2017- Nov-1608:32:58 C% 9 Righl-Suite@ Universal 2017 17.0.23 RSU24011 Page 1 BocaGrandeGRE\ Lot16OTornbrookeBocaGrandeGRE.rup Calc - MJ8 House faces: E d Component ConstructionsELAIR Job: Lot160TornbrookeBoca... e NFAFIN6+AIR CONOITIDNIN6 Entire House Date: 06.04.14 By: BENTLEY DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 min0 0 • For: TAYLOR MORRISON WESTMINISTER Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature IF) 70 75 Elevation: 105 ft Design TD (OF) 28 17 Latitude: 28°N Relative humidity 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.3 46.6 Dry bulb (IF) 42 92 Infiltration: Daily range (IF) - 17 ( M ) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 GainConstructiondescriptionsOrAreaLl-value Insul R Htg HTM Loss Clg HTM h Btuh/ft=-°F h2-0F/Btuh BtuhV Btuh BtuhW Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 455 0.091 13.0 2.56 1163 2.32 1054 fnsh, 2"x4" wood frm, 16" o.c. stud e 197 0.091 13.0 2.56 504 2.32 456 s 443 0.091 13.0 2.56 1133 2.32 1026 w 191 0.091 13.0 2.56 488 2.32 442 all 1286 0.091 13.0 2.56 3288 2.32 2978 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 334 0.201 0 5.65 1887 4.29 1434 board int fnsh e 41 0.201 0 5.65 232 4.29 176 s 283 0.201 0 5.65 1601 4.29 1216 w 172 0.201 0 5.65 970 4.29 737 all 830 0.201 0 5.65 4690 4.29 3564 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 38 0.032 30.0 0.90 34 2.37 90 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 215 0.091 13.0 2.56 549 1.42 304 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 1/4" gap, n 6 0.340 0 9.55 57 10.5 63 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; foreground asphalt (0.10); 1 ft overhang (3 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir outr, air gas, vnl frm mat, cir low-e innr, 1/4" gap, n 12 0.340 0 9.55 115 10.5 127 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; foreground asphalt (0.10); 1 ft overhang (4 ft window ht, 1.5 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, cir low-e innr, 1/4" gap, n 15 0.340 0 9.55 143 10.5 158 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; foreground e 30 0.340 0 9.55 287 22.3 670 asphalt (0.10); 1 ft overhang (5 ft window ht, 1.5 ft sep.); 6.67 ft head s 15 0.340 0 9.55 143 2.89 43 ht s 30 0.340 0 9.55 287 2.89 87 w 45 0.340 0 9.55 430 22.3 1005 all 135 0.340 0 9.55 1290 14.5 1963 wri htsoft'" 2017-Nov-16 08:32:58 9 Right-Suileg Universal 2017 17.0.23 RSU24011 Page 1 C% BocaGrandeGRE\Lot160TornbrookeBocaGrandeGRE.rup Calc = MJ8 House laces: E 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 1/4" gap, n 19 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s 39 0.340 overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht w 39 0.340 all 96 0.340 26-2fv: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 1/4" gap, e 9 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, foreground asphalt (0.10); 1 ft overhang (2.7 ft window ht, 2.67 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, cir low-e innr, 1/4" gap, e 9 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 7.67 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr outr, air gas, mil no brk frm mat, clr low-e innr, s 64 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium; 16 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, w 64 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium, 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type e 24 0.390 n 18 0.390 all 42 0.390 Ceilings 1613-30ad: Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" 1467 0.032 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 6" thkns, r-19 cav ins, gar ovr 468 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 117 0.989 wrightsoft' Right -Suite@ Universal 2017 17.0 23 RSU24011 ACCK... BocaGrandeGRE\ Lot 160TornbrookeBocaGrandeGRE.rup Calc = MJ8 House faces: E 0 9.55 184 10.5 203 0 9.55 368 12.1 467 0 9.55 368 30.3 1169 0 9.55 921 19.1 1839 0 9.55 86 22.3 201 0 9.55 89 15.4 144 0 16.3 1043 14.9 952 0 16.3 1043 14.9 952 0 11.0 263 11.9 285 0 11.0 196 11.9 212 0 11.0 459 11.9 497 30.0 0.90 1319 1.73 2533 19.0 1.40 658 0.70 327 0 27.8 3252 0 0 2017-Nov-16 08:32:58 Page 2 AIRProject WTIHG#AIR CAHDffW H6 Summary Entire House Job: Date: By: Lotl60TornbrookeBoca® E ... 06.04.14 BENTLEY DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 For: TAYLOR MORRISON WESTMINISTER Winter Design Conditions Outside db Inside db Design TD Summer Design Conditions 42 OF Outside db 70 OF Inside db 28 OF Design TD Daily range Relative humidity Moisture difference Heating Summary Structure 23318 Btuh Ducts 2134 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 25452 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cool in Area (ft2) 2197 2197 Volume (ft3) 21029 21029 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 144 74 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-036-230-19 AHRI ref 10258589 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 35 OF 8.5 HSPF 32800 Btuh @ 47°F 26 OF 1160 cfm 0.046 cfm/Btuh 0.30 in H2O Backup: Input = 7 kW, Output = 25222 Btuh, 100 AFUE 92 OF 75 OF 17 OF M 50 % 47 gr/lb Sensible Cooling Equipment Load Sizing Structure 22717 Btuh Ducts 3925 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 26642 Btuh Latent Cooling Equipment Load Sizing Structure 3523 Btuh Ducts 1174 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 4698 Btuh Equipment Total Load (Sen+Lat) 31340 Btuh Req. total capacity at 0.75 SHR 3.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-036-230-19 Coil CBA27UHE-036-230*++TDR AHRI ref 10258589 Efficiency 12.5 EER, 15 SEER Sensible cooling 25650 Btuh Latent cooling 8550 Btuh Total cooling 34200 Btuh Actual air flow 1160 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-16 08:32:58 Wrightsoft, Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 ACCN... BocaGrandeGRE\ Lot 160TornbrookeBocaGrandeGRE. rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet HUMM-°'°' "°"`"° Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot160TornbrookeBocaGran Date: 06.04.14 By: BENTLEY 1 I Room name Entire House FAMILY RM 2 Exposed wall 298.0 It 40.0 It 3 Room height 8.5 It 9.3 If heat/cool 4 Room dimensions 14.5 x 15.5 If 5 Room area 2466.3 ft' 224.8 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ft2) Load number Btuh/ftz-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool IrEm W 12C-Osw 0.091 a 2.56 2.32 236 197 504 456 0 0 0 0 2A- 2ov 0.340 e 9.55 22.33 30 0 287 670 0 0 0 0 213- 2fv 0.340 e 9.55 22.33 9 0 86 201 0 0 0 0 Bi13A 2ocs 2A 2ov " 3 d 11 D0 ''- 0, 201 0 340 0. 390 a e. e'_ 5, 65 9. 55 10: 96, 4. 29 15; 42 1. 1.88 74 9 24 41 1 a 24 232 89 263 176 144 0 0 r 0 0 0 A i, "' 0 0 0. 12C- Osw 0.091 s 2.56 2.32 488 443 1133 1026 0 0 0 0 2A- 2ov 0.340 s 9.55 2.89 15 23 143 43 0 0 0 0 G 213-21v 0.340 s 9.55 2.89 30 47 287 87 0 0 0 0 13A 266s 2A 2omd0 Q 201 580 s s j' 5 LL 5 65 3 16 30 9. 55 _ 4i29 14. 87 12 12386 64 39 283 128 0 1601 11k13 368 1216 952 467 93 64 0 29 64 0 164 1043 z 0 124 952 0 t- C 12C- Osw 0.091 w 2.56 2.32 236 191 488 442 0 0 0 0 2A- 2ov 0.340 w 9.55 22.33 45 0 430 1005 0 0 0 0 13A 2ocs , 2A 2omd f 2A 2ov : . _ 0 201 0 580 0. 340 w w w 5 65 16 30 9: 55 e 4 29 14 87. 30. 33 274 64 39 -. 172 128 0 T 970 1043 368 737 952 1169 135 0 96 544 00 413 0--'. 1169 P L- D 12C- Osw 11D0 0. 091 0. 390 n 2. 56 10. 96 1. 42 11. 88 233 18 215 18 549 196 304 212 0 0 0 0 0 0 0 0 a 6 c) AED excursion 1576 31 Envelope loss/gain 18893 18109 4120 3428 12 a) Infiltration b) Room ventilation 4425 0 1403 0 639 0 203 0 13 Internal gains: Occupants @ 230 Appliances/ other 6 11825 1380 4 920 0 Subtotal ( lines 6 to 13) 23318 22717 4760 4551 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 9% 17% 0 0 0 23318 2134 01 0 0 22717 3925 0% 0% 0 0 0 4760 0 0 0 0 4551 0 Total room load Air required (cfm) 25452 1160 26642 1160 4760 217 4551 198 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov-16 08:32:58 IGGP. Right - Suite@ Universal 2017 17.0,23 RSU24011 Page 1 BocaGrandeGRE\ Lotl60TornbrookeBocaGrandeGRE.rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet HUTM`AM CIDIM 1Ne Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot160TornbrookeBocaGran Date: 06.04.14 By: BENTLEY Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed wrightsOft' Right -Suite@ Universal 2017 17.0.23 RSU24011 2017- Nov-16 0 Sage 2 4GCA BocaGrandeGRE\ Lot 160TornbrookeBocaGrandeGRE. rup Calc - MJ8 House faces: E g EL --AIR Right-M Worksheet IHAT019• AIR CONDMOWNB Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot160TornbrookeBocaGran Date: 06.04.14 By: BENTLEY Calculations approved by ACCA to meet all reouirements of Manual J 8th Ed wrightsoft' 2017-Nov-16 08:32:58 Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 3 BocaGrandeGRE\ LOn60TornbrookeBocaGrandeGRE.rup Calc = MJ8 House faces: E 3 DEL -AIR Right-M Worksheet Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot 160TornbrookeBocaGran Date: 06.04.14 By: BENTLEY 1 Room name POWDER MASTER SUITE 2 Exposed wall 0 it 38.0 it 3 Room height 9.3 it heat/cool 8.0 It heat/cool 4 5 Room dimensions Room area 7. 5 x 3.5 it 26. 3 ft2 1. 0 x 230.8 1t 230. 8 ft2 Ty Construction U-value Or HTM Area (fie) Load Area Ift2) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 W. 12C Osw -= 0 091 n 2 56 2.32 0 0 0 0 108 108 276 250 2A 2ov0 2A 2ov ` 2A 2ov; -_ 340 0 340 x0. 340 n n 4- 9 55 9. 55 9 5- 0 105510. 55 1, 0.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 A 11 W 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 0 2A- 2ov 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 W. = 16A-30ad 0:032 n° 0?90 237_._, D. 0 O i 0', 38..' 38 90' 12C- Osw 0.091 e 2.56 2.32 0 0 0 0 0 0 0 0 2A- 2ov 0.340 e 9.55 22.33 0 0 0 0 0 0 0 0 213- 2Iv 0.340 e 9.55 22.33 0 0 0 0 0 0 0 0_ 13A 2ocs 2A 2ov 11Do =, 0 201 0 340 0. 390 e e s e..- 5 65 9: 55 10: 96 4 29 15' 42 11: 88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0' TO 0. Y, b l 12C-Osw 0.091 s 2.56 2.32 0 0 0 0 80 80 205 185 G 2A-2ov 0.340 s 9.55 2.89 0 0 0 0 0 0 0 0 IL' 2B-2fv 0.340 s 9.55 2.89 0 0 0 0 0 0 0 0 13A 2ocs 2A 2orrid r 2A 2ov._ _. 0 201 W. 580 7+ r0 340 s s w sT_ 5. 65 16 30 9. 55. 4 29 14 87. 12 120 0 W ._: Q 0 D 0 0 0 0 0 0 00 0 0 0' 0 0 R. W 12C-Osw 0.091 w 2.56 2.32 0 0 0 0 4 116 71 182 164 G 2A-2ov 0.340 w 9.55 22.33 0 0 0 0 45 0 430 1005 13A 2ocs 2A 2omd :0 e2A- 2ov=' " 0 201 580 d0: 340 w' w w = 5 6516, 30 9: 55 4 299 14> 87 30. 33 0 r 0 0 0 0 0 0 0 0 0r. 0 0 0 0, 0 0, P 12C-Osw 0.091 2.56 1.421 01 01 01 0 0 0 0 0 L- D 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 1166_30ad.IO 032090 1.73 1_0 0 0 0 231 231 207 398' F 9na_i4r n n-n i ann 7n n n n n n n n n 61 c) AED excursion 1-21 1 656 Envelope loss/gain 0 2 1334 2749 12 a) Infiltration 0 0 588 186 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/ other 25 0 Subtotal ( lines 6 to 13) 10 23 1922 3166 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 23 1922 3166 151 Duct loads 0 % 0 % 0 01 23 % 40 % 436 1251 Total room load 0 23 2358 4417 Air required (cim) 0 1 107 192 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft' Right -Suite@ Universal 2017 17.0.23 RSU24011 2017- Nov-16 0 Page 4 ACCta... BocaGrandeGRE\ Lot 160Tornbrooke8ocaGrandeGRE. rup Calc - MJ8 House faces: E 9 q®EL-AIR Right-M Worksheet MATM - Am COMOMMU11 Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot 1 60TornbrookeBocaG ran Date: 06.04.14 By: BENTLEY 1 Room name MASTER BATH MASTER W.C. 2 Exposed wall 9.5 it 3.5 it 3 Room height 8.0 it heal/cool 8.0 it heat/cool 4 Room dimensions 9.5 x 9.5 it 6.5 x 3.5 it 5 Room area 90.3 112 22.8 ft2 Ty Construction U-value Or HTM Area (I t2) Load Area If t2) Load number Btuh/f t2- 'F) Btuh/ft2) or perimeter it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-0 w- s 0.091 n 96 76 64 W, N-_148 28 28 72 65 A -26v 0.340 O 340 0.34b I n n n 9-55 9.55 9.55 10.55 10.55 10.55 O 12 0 0 0 0 115 0 11 A 127 0 0 0. I -,',o 0 0. b 0 0 e 0 11 2A,2oV,: T-6 13A-2ocs 0 0261 n 65- 4.-fj 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 W 1 6A-30ad 0.032 n 0.90 2.37 0 0 0 0 0 W 12C-Osw 0.091 e 2.56 2.32 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.55 22.33 0 0 0 0 0 0 0 0 213-21v 0.340 e 9.55 22.33 0- 0 0 0 0 0 0 0 13A,,2ocs- A2ov'- 2 11 DO,, 0.201 0. 340 0.390 e- e 5.65 455 110-96 429 1 S42 7!i 0 o 0 0 0 7 0 0 0 0 o 0 WO 0 b 0 A 0 0 0 0 12C-Osw 0.091 S 2.56 2.32 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.55 2.89 0 0 0 0 0 0 0 0 2B-2fv 0.340 s 9.55 2.89 0 0 0 0 0 0 0 0 13A-2ocs,,j; 0. 580 40 s' 5 65 16.30 9 55 A 29 J4 .87 O 0 0 0 0 0 0 A" '0 0 0 0 O Or 0 O 0 0 t 12C-Os w 0.091 W 2.56 2.32 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.55 22.33 0 0 0 0 0 0 0 0 13A- 26cs 2A-, 2 'd PM2ov 0, 580 0 . 340 w- w 7,, - t-5. C 16. 3( 5 9.F 29 4: 87 I - 30.33 0 O 1- 1116 0 0 b b 0 0 4A , 0, 011 O0 0 0 7TT7776 O, I -, , r " " " r, ' ;' r ' 0 0 0 R PI12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 1.73, 90 90 81 15677' 20 39 F 2615--19t 0.050 1.40 0.70 0 0 0 0 0 0 0 0 LO - tp 0.989 27.79 7-7-odo ---77 776- 0 0 0 O 1.«" 0 or i o 7- 7 77 6 c) AED excursion 36 9 Envelope loss/gain 359 395 92 95 12 a) Infiltration 131 41 48 15 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 490 436 140 110 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 490 436 140 110 15 Duct loads 23%1 40%] ill 172 23%1 400/61 32 44 Total room load 601 609 1 172 154 Air required (cfm) 27 27 8 7 1 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. vwrightsoft- 2017-Nov-16 08.3258 Right - Suite@ Universal 2017 17 O 23 RSU24011 Page 5 ACCk BocaGrandeGRE\Lot160TornbrookeBocaGrandeGRE.rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet mrin • Am co mnoxme Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot160TornbrookeBocaGran Date: 06.04.14 By: BENTLEY 1 Room name MASTER WIC OTB AND HALLWAY 2 Exposed wall 25.5 it 36.0 it 3 Room height 8.0 it heat/cool 8.0 it heat/cool 4 5 Room dimensions Room area 15. 0 x 10.5 it 157. 5 ft2 1. 0 x 485.5 it 485. 5 ft2 Ty Construction U-value Or HTM Area (ft2) FLoad Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross I N/P/S I Heat I Cool Gross I N/P/S Heat I Cool 11 W 12C-Osw 0.091 e 2.56 2.32 0 0 0 0 64 55 141 127 2A- 2ov 0.340 e 9.55 22.33 0 0 0 0 0 0 0 0 26- 2fv 0.340 e 9.55 22.33 0 0 0 0 9 0 86 201 13A 2ocs 0 201 e 5 65 4 29 0 0 0 0 0 0 0 0 2A- 2ov -;" 0 340 e,, 9 55 15 42 0 6 0 0 0 0 '- 0 0 11Do 0390 e-10.96 11:88 0 0 0 0 0,,, 0 00 12C- Osw 0.091 s 2.56 2.32 84 84 215 195 168 138 353 320 2A- 2ov 0.340 s 9.55 2.89 0 0 0 0 0 0 0 0 2B- 2fv 0.340 s 9.55 2.89 0 0 0 0 30 23 287 87 13A 2gcs 0 201 s 5 654"29 0 0 0 0 0 1 0 x-0 Q 2A 2011d 0 580 s 16 30 14 87 A 0 0 0 0 0 0 0 LL2A_ 2ov. .__._ 0.340 s,9:55,.12.12. rQ Q . a r A o. o ......:.:... o W 12C-Osw 6.091 w 2.56 2.32 120 120 307 278 0 0 0 0 I-- C 2A-2ov 0.340 w 9.55 22.33 0 0 0 0 0 0 0 0 13A 2ocs 0 201 w 5.65 4.29 0 0 ry 0 0 1 0 0 0 0 2A 2onid,', 0 580 awl z16.30 1487 0 0 0 i 2A 2ov:. 0.340 w, 9.55 30.33 1;,0 e SY 0 0 0 - p p p PI 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 6 c) AED excursion 65 135 Envelope loss/gain 663 680 1593 1712 12 a) Infiltration 351 ill 495 157 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) 1 1014 791 2088 1869 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1014 791 2088 1869 15 Duct loads 23% 40% 230 313 23% 40%j 4741 739 Total room load 1244 1104 2562 2607 Air required (clm) 57 48 117 114 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Nov-16 08:32:58 ACCP Right -Suite® Universal 2017 17.0.23 RSU24011 Page 6 BocaGrandeGRE\ Lot 160TornbrookeBocaGrandeGRE. rup Calc = MJ8 House faces: E qDEL-AIR Right-J® Worksheet Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot 160TornbrookeBocaGran Date: 06.04.14 By: BENTLEY 1 Room name BATH 2 BED 4 2 Exposed wall 10.5 it 25.0 it 3 Room height 0 it heat/cool 8.0 it heat/cool 4 5 Room dimensions Room area 5. 5 x 10.5 it 57. 8 ft2 10. 5 x 14.5 it 152. 3 ft2 Ty Construction U-value Or HTM Area (it2) Load Area Ift2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool I Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 6 12C Osw 0 091 n 2.56 2 32 3 84 78 199181 116 11,6 .29Z 269 2A 2ov 0 340 n 9.55 10'55 '6 1 0 57 63 0 1 " 0 6 0 2A 26v 0 340 n 9:55 10.55 0 0 0 0 0 __ 0 0 0 2A 2ov " 7 0 340 ' n_ 9.55 1055 0 0 0 0 11 V 13A 2ocs - -- I, 2A-2ov l6A, 30ad j 12C-Osw G 2A-2ov G 26-2fv 13A 2ocs 2A 2ov 11 DO T2A- 2ov--GA-2ov 11 DO u. aui n o.b5 v.cu 0. 340 n 9 55 10.55 0 032 n 090 2 37 0. 091 e 2.56 2.32 0. 340 e 9.55 22.33 0. 340 e 9.55 22.33 0. 201 a ,, 5 65 4:29 0 340 0. 390 e 10.96 11 88 0. 091 s 2.56 2.32 0. 340 s 9.55 2.89 0. 340 s 9.55 2.89 0. 201' s 5.65 0 580 4s av 46 30 14.87 0. 340 s9g55 1212 0. 091 w 2.56 2.32 0. 340 w 9.55 22.33 0 201 w 4 29 0 580 MZ m5. 65 t i 6.30 14`87 0. 340 w 9.55 K33 0. 091 2.56 1.42 0. 390 n 10.96 11.88 0 032 T 0.90 1.73 0. 050 1.40 0.70 u u u u u u 0 0 0 0 0 0 0 0 as 0_0 0 0 84 69 176 160 0 0 15 0 143 335 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0 0 0 0 0 0 01 46I - 100J_:_ 152L.._ - 152_ 13o I - 2m 23I 152 152 214 106 61 c) AED excursion 1-311 1 102 Envelope loss/gain 355 336 967 1235 12 a) Infiltration 144 46 344 109 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 01 0 Subtotal ( lines 6 to 13) 499 381 1311 1344 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 499 381 1311 1344 15 Duct loads 23% 40%1 113 151 23 % 40%1 2981 531 Total room load 613 532 1609 1875 Air required (cfm) 28 23 73 82 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft- 2017-Nov-16 08:32:58 Right - Suited Universal 2017 17.0 23 RSU24011 Page 7 BocaGrandeGRE\ Lotl60TornbrookeBocaGrandeGRE.rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet HUTI -=COMi10M1N8 Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 Job: Lot160TornbrookeBocaGran Date: 06.04.14 By: BENTLEY 1 Room name BED 3 BED 2 2 Exposed wall 27.0 it 6.0 it 3 Room height 8.0 it heat/cool 8.0 It heat/coal 4 Room dimensions 11.0 x 13.5 It 1.0 x 122.0 it 5 Room area 148.5 ft2 122.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 s 12C Osw 2A 2ov g 2A 2ov 2A 2ov „ i. _,_ 0 091 0 340 0 340 0 340 n s n n °: n_•_ 2 56 9 55' 9 55 9. 55' ._ 2. 32 l0. 55 10. 55 10. 55_-0 20 0 0 20 0 0 0 51 0 0 46 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 p 11 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 fW _ 3 2A-2ov 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 W . 16A-30ad 0.032 n r: 0.90 2.37: p 0 0 xz p 0 9s 0 0 0 12C- Osw 0.091 e 2.56 2.32 88 73 187 169 0 0 0 0 2A- 2ov 26- 21v 0. 340 0. 340 e e 9. 55 9. 55 22. 33 22. 33 15 0 0 0 143 0 335 0 0 0 0 0 0 0 0 0 jt- G D" 13A 2ocs 2A 2ov ' e 11DO _ r' 0 201 0 340 0. 390 e e' e a- 5 65 9 55 10; 96- 4 29' 1542 1. 1.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m' 0 0" 0 0 0 0 0 0 0 UtJ 12C-Osw 2A- 2ov 0. 091 0. 340 s s 2. 56 9. 55 2. 32 2. 89 108 0 108 0 276 0 250 0 48 15 33 12 84 143 76 43 2B- 2fv 0.340 s 9.55 2.89 0 0 0 0 0 0 0 0 13A 2ocs - 2A 2omd ZA2ov_.; 0. 201 0 580 0340_ vs.>9,55_1212,.'0 s 4s 5 65 16 30, 4 29 14 87 0 0 0 0 0_-,..: 0,p 0 0 z 0 0 0 0 0 0 0 0." W._._.. 0 0' 0' .- 0 0 0:. t- G 12C- Osw 0.091 w 2.56 2.32 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.55 22.33 0 0 0 0 0 0 0 0 13A 2ocs 2A 2omtl 2A 2ou,A.n 0 201 0 580 w w 5 65 16: 30' 9: 55 4. 29 14: 87 30: 30 0 00 tw. ='! 0 0 0 0 0 x 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 P 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B_30ad_d O 032 149 149 734 g<: 256 122 222 110', 211 F 20P- 19t 0.050 1.40 1:73 0.70 149 149 209 104 105 105 147 73 61 c) AED excursion I10()l 1 26 Envelope loss/ gain 999 1260 484 429 12 a) Infiltration 371 118 83 26 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 1 1371 1378 567 455 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1371 1378 567 455 15 Duct loads 23% 40% 311 545 23 % 40%1 129 180 Total room load 1682 1922 695 635 Air required ( cfm) 1 77 84 32 28 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft'. 2017- Nov-16 08:32:58 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 8 BocaGrandeGRE\ Lot 160Tornbrook eBocaGrandeGRE. rup Calc - MJ8 House faces: E DEL - Duct System Summary HEanttc<AIR 10HDnwHHtG Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 For: TAYLOR MORRISON WESTMINISTER Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.183 ir1/100ft Actual air flow 1160 cfm Total effective length (TEL) Job: Lotl60TornbrookeBoca... Date: 06.04.14 By: BENTLEY Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H 20 0.183 in/ 100ft 1160 cfm 131 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 2 h 613 28 23 0.218 4.0 Ox 0 VIFx 25.1 85.0 SO BED 2 h 695 32 28 0.216 6.0 Ox 0 VIFx 26.1 85.0 SO BED 3 c 1922 77 84 0.204 6.0 Ox 0 VIFx 32.8 85.0 SO BED 4 c 1875 73 82 0.211 6.0 Ox 0 VIFx 28.7 85.0 SO DINING c 3294 143 143 0.201 7.0 Ox 0 VIFx 24.1 95.0 st2 FAMILY RM h 4760 217 198 0.191 8.0 Ox 0 VIFx 30.3 95.0 st2 KITCHEN c 1588 50 69 0.199 6.0 Ox 0 VIFx 25.7 95.0 st2 LIVING h 4034 184 104 0.201 8.0 Ox 0 VIFx 24.4 95.0 st2 MASTER BATH h 601 27 27 0.308 4.0 Ox 0 VIFx 7.8 70.0 MASTER SUITE c 4417 107 192 0.289 8.0 Ox 0 VIFx 13.0 70.0 MASTER W.C. h 172 8 7 0.321 4.0 Ox 0 VIFx 4.7 70.0 MASTER WIC h 1244 57 48 0.276 5.0 Ox0 VIFx 16.8 70.0 OTB AND HALLWAY h 2562 117 114 0.285 6.0 Ox 0 VIFx 14.1 70.0 POWDER c 23 0 1 0.193 4.0 Ox 0 VIFx 29.1 95.0 st2 UTILITY c 946 40 41 0.183 4.0 Ox0 VIFx 36.0 95.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk sti Peak AVF 210 216 0.204 396 10.0 0 x 0 VinlFlx st2 Peak AVF 634 557 0.183 593 14.0 0 x 0 VinlFlx WI'1htsoft 2017-Nov-1608:32:59 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 ACCN... BocaGrandeGRE\ Lot 160TornbrookeBocaGrandeGRE. rup Calc = MJ8 House faces: E Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx f1t501 `' 2017-Nov-16 08:32:59 Wit CA 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 BocaGrandeGRE\Lotl60TornbrookeBocaGrandeGRE.rup Calc = MJ8 House faces: E FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot160TombrookeBocaGrandeGRE Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/16/2017 8:29 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 1 1 /16/2017 8:28:38 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lotl60TornbrookeBocaGrandeGRE Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2197 sq.ft. Cond. Volume: 18675 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: ELA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: la:41 III I=1III I_1 TAI=I DATE: Where required by the code official, 04VHE S rA testing shall be conducted by an O approved third party. A written trrr t reportoftheresultsofthetestshalla. 4besignedbythethirdparty7 conducting the test and provided to the code official. S coD 4Y1~ T4.OraBUILDING OFFICIAL: DATE: 11/ 16/2017 8:29 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 bunging Performance and Prescriptive [v[etnoas ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures, 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. El R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (MandatoryNI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 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. 11/16/2017 8:28 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 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. 11/16/2017 8:28 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. 0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all healers 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 heal loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. 0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/16/2017 8:28 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Cam Page 3 of 3 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL anu LEG=wp 1 .•. ___ _____ Md Ax°4 Yi. ` I• D O • 0 LANAI • GATHERING ROOMal xwsli 0 0 e.e a•.wa. 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HOUSE TYPE: BOCA GRANDE LOT 160 2ND FLOOR f IP MASTER BATH y Gv( c rri n 9 3" WASTE STACK FROM 2ND FLOOR W j TERMINATING TO THE 1ST FLOOR I/ BATH 2 Ar V. o D c CN17 fV DESCRIPTION AS FURNISHED: Lot 160, 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. TITr LOT 159 0 ~ 4 ~ i 5.00' P 1-7 37 3Z 5.00' ZONlNI DATr*0t(b__ Ok to construct single family home with setbacks and impervious area shown on plan. W5•al'j, imp, bocci Czrande , G-R 232.64' PLC.) G-—— — — — — — —fir- — — — — — — —. G PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS Vim- PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 24.00' } PROPOSED GRADE PER CONSTRUCTION PLAN /++' RECORD COPY 30' UNNAMED PLATTED ROAD B.B.) S 00012'21 " E 40.00' h 10' LANDSCAPE, WALL FENCE ESMT. 34.02' 34.02' LOT 160 3.0 Sc3.0' AC 15.0' 15.0' — o LANAI 15.0' i. PROPOSED RESIDENCE MODEL: BOCA GRANDE T 2 CAR GARAGE RIGHT M COV'D. ENTRY 8.0' i 8.0' o 3 22.0' 16' DRIVE 25.20 _ 25.20' 10' UTIL. ESMT. 5' CONC. WALK 3' FLARES:, CURB 9\ 5.00, 5.00' 5.00, 0 LOT 161 1— S 00010'44" E Lvl = 4,752 siQ.P1. LIVING = 998 SOFT. 40.00' GARAGE = 510 SQ.FT. ENTRY = 53 SQ.FT' * Q.FT', LANAI = 150 SO. Fr. RED R 0 SE LANE BREEZEWAY = N/A SQ. FT. 50' WIDE R/W DRIVEWAY = 403 SQ.FT. A/C PAD = 9 SQ.FT. WALKWAY = 71 SQ.FT. IMPERVIOUS= 45.9 2,194 SQ.FT SOD = 2,588 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 440 SQ. F7'. APRON = 114 SQ.Fr. BUILDING SETBACKS: *PLOT PLAN ONLY' SIDEWALK = 200 SQ.FT. FRONT = 25' (NOT A SURVEY) SDD L EA 126 SOFT. REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5,222 SQ.FTSIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 517 SO.FT', SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 271 SOFT. CLIENT NOT FIELD VERIFIED SOD = 2,714 SQ.FT. CR1JS`E'NffEJvER—S'COTT & ASSOC, INC, — LAND SUR VATYORS LEGEND - LEGEND - P PLAT P.OL • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32607 (407)-277-3232 FAX (407)-658-1436 F = FIELD TYP. TYPICAL NOTES IP. =IRON PIPE P.R.C. • POINT CIF REVERSE CURVATURE i. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR, IRON ROD P.C.L. POINT DF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027. FLORIDA STATUES C.H. CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES N7E NOT VAUD. SET I.R. . 1/2' I,R. /BLD 4596 NA. NON-RnD1AL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTME RESTRICTIONS REC, • RECOVERED WP. WITNESS POINT OR EASEMENTS THAT AFFECT THIS PROPERLY. P.0S. POINT OF BEGINNING CALC. = CALCULATED P,O.C. " POINT OF COMMENCEMENT PR.M PERMANENT REFERENCE MONUMCNT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. .... Z CENTERLINE Ff. = FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. NND = NAIL. t DISK DS.L. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, R/W • RIGHT-OF-WAY D.M. BENCHMARK Z BEARINGS, ARF..84SE0 ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT EASEMENT B.B. > BASE BEARING DRAIN. DRAINAGE aELEVATION„•,TF SHOWN, ARE WED ON NATIONAL GEODETIC DATUM OF UNLESS OTHERWISEUNLOTHERWISE NOTED. UT' Cl.. =UTILITY 9. CERTIFICATE OF AUTHORIZATION Na. 1098. CLFC. : CHAIN LINK FENCE - WP.. FC. WOOD FENCE ---' —^^- ^^—^'---- C/ D = CONCRETE BLOCK SCALE 11 = 20'----{ DRAWN BY: ML7 P. C. = POINT OF CURVATURE -- ---- P. T. POINT OF TANGENCY DATE ORDER NO-. DESC. DESCRIPTION CERTIFIED fjh. R = RADIUS L = ARC, LENGTH PLOT PLAN 11-75--2017 5040-17 D • BELTA NORTH I - _ C.S. CHORD SCARING THIS BUILDING/PROPERTY DOES. NOT .LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" 70 RUSENMF'ER, R.L. . hr 4714 ZONE X. MAP j 12117C 0055 F. "ES W. SCOTT, +R.L.S 1 4801 9\ 5. 00, 5. 00' 5. 00, 0 LOT 161 1— S 00010'44" E Lvl = 4,752 siQ.P1. LIVING = 998 SOFT. 40. 00' GARAGE = 510 SQ.FT. ENTRY = 53 SQ.FT' * Q.FT', LANAI = 150 SO. Fr. RED R 0 SE LANE BREEZEWAY = N/A SQ. FT. 50' WIDE R/W DRIVEWAY = 403 SQ.FT. A/ C PAD = 9 SQ.FT. WALKWAY = 71 SQ.FT. IMPERVIOUS= 45.9 2, 194 SQ.FT SOD = 2,588 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 440 SQ. F7'. APRON = 114 SQ.Fr. BUILDING SETBACKS: *PLOT PLAN ONLY' SIDEWALK = 200 SQ.FT. FRONT = 25' (NOT A SURVEY) SDD L EA 126 SOFT. REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5,222 SQ.FT SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 517 SO.FT', SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 271 SOFT. CLIENT NOT FIELD VERIFIED SOD = 2,714 SQ.FT. CR1JS` E'NffEJvER—S'COTT & ASSOC, INC, — LAND SUR VATYORS LEGEND - LEGEND - P PLAT P.OL • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32607 (407)-277-3232 FAX (407)-658-1436 F = FIELD TYP. TYPICAL NOTES IP. = IRON PIPE P.R.C. • POINT CIF REVERSE CURVATURE i. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR, IRON ROD P.C.L. POINT DF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027. FLORIDA STATUES C. H. CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES N7E NOT VAUD. SET I.R. . 1/2' I,R. /BLD 4596 NA. NON-RnD1AL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTME RESTRICTIONS REC, • RECOVERED WP. WITNESS POINT OR EASEMENTS THAT AFFECT THIS PROPERLY. P.0S. POINT OF BEGINNING CALC. = CALCULATED P, O.C. " POINT OF COMMENCEMENT PR.M PERMANENT REFERENCE MONUMCNT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. .... Z CENTERLINE Ff. = FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. NND = NAIL. t DISK DS.L. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, R/ W • RIGHT-OF-WAY D.M. BENCHMARK Z BEARINGS, ARF..84SE0 ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMTEASEMENTB.B. > BASE BEARING DRAIN. DRAINAGE aELEVATION„•,TF SHOWN, ARE WED ON NATIONAL GEODETIC DATUM OF UNLESS OTHERWISE UNLOTHERWISENOTED. UT'Cl.. = UTILITY 9. CERTIFICATE OF AUTHORIZATION Na. 1098. CLFC. : CHAIN LINK FENCE - WP..FC. WOOD FENCE ---' —^^- ^^—^'---- C/D = CONCRETE BLOCK SCALE 11 = 20'----{ DRAWN BY: ML7 P.C. = POINT OF CURVATURE -- ---- P.T. POINT OF TANGENCY DATE ORDER NO-. DESC. DESCRIPTION CERTIFIED fjh. R = RADIUS L = ARC, LENGTH PLOT PLAN 11-75--2017 5040-17 D • BELTA NORTH I - _ C.S. CHORDSCARING THIS BUILDING/ PROPERTY DOES. NOT .LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" 70 RUSENMF'ER, R.L. . hr 4714 ZONE X. MAP j 12117C 0055 F. "ES W. SCOTT, +R.L.S 1 4801 CR1JS`E' NffEJvER—S'COTT & ASSOC, INC, — LAND SUR VATYORS LEGEND - LEGEND - P PLAT P.OL • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32607 (407)-277-3232 FAX (407)-658-1436 F = FIELD TYP. TYPICAL NOTES IP. =IRON PIPE P.R.C. • POINT CIF REVERSE CURVATURE i. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR, IRON ROD P.C.L. POINT DF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027. FLORIDA STATUES C.H. CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES N7E NOT VAUD. SET I. R. . 1/2' I,R. /BLD 4596 NA. NON-RnD1AL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTME RESTRICTIONS REC, • RECOVERED WP. WITNESS POINT OR EASEMENTS THAT AFFECT THIS PROPERLY. P.0S. POINT OF BEGINNING CALC. = CALCULATED P,O. C. " POINT OF COMMENCEMENT PR.M PERMANENT REFERENCE MONUMCNT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. .... Z CENTERLINE Ff. = FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. NND = NAIL. t DISK DS.L. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, R/W • RIGHT-OF-WAY D.M. BENCHMARK Z BEARINGS, ARF..84SE0 ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT EASEMENTB.B. > BASE BEARING DRAIN. DRAINAGE aELEVATION„•,TF SHOWN, ARE WED ON NATIONAL GEODETIC DATUM OF UNLESS OTHERWISE UNLOTHERWISE NOTED. UT'Cl.. =UTILITY 9. CERTIFICATE OF AUTHORIZATION Na. 1098. CLFC. : CHAIN LINK FENCE - WP..FC. WOOD FENCE ---' —^^- ^^—^'---- C/D = CONCRETE BLOCK SCALE 11 = 20'----{ DRAWN BY: ML7 P.C. = POINT OF CURVATURE -- ---- P.T. POINT OF TANGENCY DATE ORDER NO-. DESC. DESCRIPTION CERTIFIED fjh. R = RADIUS L = ARC, LENGTH PLOT PLAN 11-75--2017 5040-17 D • BELTA NORTH I - _ C. S. CHORDSCARINGTHISBUILDING/PROPERTY DOES. NOT .LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" 70 RUSENMF'ER, R.L. . hr 4714 ZONE X. MAP j 12117C 0055 F. "ES W. SCOTT, +R.L.S 1 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. w- HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD,FL 877-906-1113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: BOCA GRANDE BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS TON QTY KW LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 94181 2 4032 10000 6500 0 Includes Heat Pump and Heat Strips on together @100%. 2.5 5040 10000 6500 0 3 5280 10000 6500 0 Square feet living areal 2200 3 volt/am s 6600 3.5 6168 8000 5200 - 0 Small Appliance Circuits 3 4500 4 6888 8000 5200 0 Laundry Circuit 1 1500 5 8160 10000 6500 0 Dishwasher 1 1500 Water Heater 1 4500 110 KW SETUP ` 0 Range 1 8000 3.666667 AC EP1 35.5 12 2.958333 Oven 0 Cooktop 0 misc Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 TOTAL OTHER LOAD FIRST 10KVA@100% 10,000 REMAINDER @ 40% 9280 LARGESTLOAD 9418 TOTAL LOAD 28 698 V.A./ SIZE RECOMMENDED 150 SERVICE SIZE: 240VOLTS= 1 120 MINIMUM PER 150 NEC 33200 TON QTY KW 1.5 2990 5000 3250 0 2 4032 5000 3250 0 2.5 5040 5000 3250 0 3 5280 5000 3250 0 3.5 1 6168 5000 3250 9418 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250- 0 9418 POOL iREU1IRES ' QTY AMPS 0 240 ;o 100 240 =' c0si Note: This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner 07 w N tsa. 7 7 7 1 R' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. lilMiill Iffiffam RECORD COPY MiTek S, RE: Master - TAYLOR MORRISON 2197 MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: Master Model: Boca Grande Lot/Block: 160 Subdivision: Thornbrooke Address: City: Sanford State: FL 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: 141 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 56 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 r,nnfnrmc fn Al ( I C;-1.002. section 5 of the Florida Board of Professional Engineers Rules. No. v Seal# Truss Name Date J Eea Name1FT12638417A12/4/18434 L2 AH7 12/4/17 119 I T12638435 I D1 12/4/17LT12638418 3 I T12638419 AH7A (12/4/17 120 I T12638436 DH7 112/4/17 J 14 I T12638420 AH9 112/4/17 21 I T12638437 I 12/4/17 I' 15 I T12638421 I AH11 112/4/17 I22 I T12638438 I EEJ5J5 1 12/4/17 6 IT12638422 AH13 1 12/4/17 23 T12638439 EJ6 I12/4/17 7HT12638423 B 12/4/17 24 T12638440 EJ7 12/4/17 1326 BH5 12/4/17 25 T12638441 EJ7T 112/4/17 9 T12638425 C 4 1226IT12638442FGR12/4/17 110 T12638426 I CiT 1 12/4/17 127 I T12638443 1 FGR1 112/4/17 11 I T12638427 I C2T 112/4/17 128 I T12638444 I FGR2 112/4/17 12 I T12638428 CH7T 112/4/17 29 I T126384451 FT1 12/4/17 13 I T12638429 CJ1 112/4/17 130 T12638446 I FT2 12/4/17 14 I T12638430 I CJ3 112/4/17 I31 I T12638447 1 FT3 12/4/17 15 T12638431 CJ3T 12/4/17 32 T12638448I FT4 12/4/17 16 I T12638432 1 CJ5 12/4/17 33 T12638449 I FT5 4/1 LJ 17 T126384331 CJ5T 12/4/17 134 I T126384501 FT6 112/4/17 The truss drawing(s) referenced above have been prepared by 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 certificationthattheengineernamedislicensedinthejurisdiction(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 customersfilereferencepurposeonly, 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 designershouldverifyapplicabilityofdesignparametersandproperlyincorporatethesedesigns into the overall building design per ANSI/TPI 1, Chapter 2. 1 7 - 3 732 ER P I , r E N * - 39ir STATE OF i11; its/ONA11%% Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 4,2017 Finn, Walter 1 of 2 RE: Master - TAYLOR MORRISON 2197 Site Information: Customer Info: Taylor Morrison Project Name: Master Model: Boca Grande Lot/Block: 160 Subdivision: Thornbrooke Address: City: Sanford State: FL No. Seal# Truss Name 127/1735 -T12638451 FT7 36 T12638452 I FT8 1 12/4/17_J 137 T12638453 FT9 12/4/17 J L38_ T12638454 FT10 12/4/17 39 T12638455 FT11 12/4/17 40 T12638456 FTGE1 12/4/17 41 1 T12638457 1 FTGE2 1 12/4/17 42 ,T12638458, FTGE3 1 12/4/17 143 ( T12638459 FTGE4 1 12/4/17 44 T12638460 FTGR 1 12/4/17 145 1 T12638461 FTGR1 1 12/4/17 46 T12638462 1 FTGR2 112/4/17 47 T12638463 1HJ5 1 12/4/17 48 T12638464 HJ6 12/4/17 49 I T12638465 1 HJ7 1 12/4/17 50 T12638466 HJ7T 1 12/4/17 151 T12638467 1 M 12/4/17 52 T12638468 1 M2 12/4/17 53 T12638469 I MGR 12/4/17 54 T12638470 MGR1 12/4/17 5 --T12638471 MGR2 12/4/17 56 T12638472 I SH5 12/4/17 2of2 Job Truss Truss Type Qty Ply=TAYLROeRSON 2197T72638417 Master A Common 2 optional) Builders FirslSource, Tampa. Plant City. Florida 33566 i.64v s Aug o cu i r nu 1 eK iuuuSuno>, Mari o • • • age I D:oSEJ?8L97YM BVkp6gZRKIdyD41 e-m29ks?IS9ghH HdQi9?vK?xznCE821 H urMeXBtiyCQii 1 r7-9-4 15-0-0 22-2-12 30-0-0 31-0-0, 1-0-0 7-9-4 7-2-12 7-2- 7-9-4 - 7-9-4 -- 1 0 0 1 0 4x6 = 6.00 F12 Scale = 1:52.6 3x6 = 3x6 = 3x4 = 4x6 = 3x4 = 10-2-3 19-9-13 30-0-0 10-2.3 9-7-11 10-2-3 Plate Offsets (X Y) - 18.0-2-12 0-1-8j LOADING (pst) SPACING- 2-0-0 CSf. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.38 10-12 >935 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.63 8-10 >561 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.08 8 r1/a n/a. BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 137lb Fi=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc pudins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-11: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1154/0-4-0, 8=1164/0-8-0 Max Horz2=-136(LC 10) Max Uplift2=-286(LC 12), 8=-290(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=1897/904, 3-13=-1748/919, 3-14= 16901882, 4-14= 1658/885, 4-5=-1590/907, 5-6=- 1572/895, 6-15=-1641/872, 7-15=-1672/870, 7-16=-1726/903, 8-16=-1875/888 BOT CHORD 2-12=-667/1634, 12-17=-295/1071, 11-17— 295/1071, 11-18— 295/1071, 10-18=-295/1071, 8-10=- 678/1607 WEBS 5- 10=-286/674, 7-10=-388/424, 5-12= 297/702, 3-12=-406/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. If; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 2 and 290 lb uplift at joint 8. 6) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. is based shown, and is for an individual building component, not Design validforuseonlywithMITek6connectors. This design only upon parameters a firm 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 pennanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, S0oANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T72638418 Master AH7 Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa. Plant City, Florida 33566 7.640 5 Aug i o cu i r rvn er, inuusnes, uic. e v age ID:oSEJ?8L97YMBVkp6gZRKIdyD41e-AdrtU 1 nLS13r859Hg7S1 dabHDRAxEXW H2cmrU 1 yCQif 1-0-0 7-0-0 15-0-0 23-0-0 30-0-0 01-0-q r0-0 7-0-0 8-0-0 8-0-0 7-0-0 1-0-0 6x8 = Anne 3x8 = Special 6x8 = Scale = 1:54.9 3x6 = 4x6 = ru 6x8 — 7x10 = 3x12 MT20HS-- 2x4 11 22-0-12 HTU26 Special Plate Offsets (X Y)-- 2:0-3-12 0-1-13) (3 0-4-0 0-1-15) (5:0-5-4 0-2-7) j6:0-2-9 0-1-8) (8:0-5-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.21 10 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.46 8-10 768 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(TL) 0.13 6 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP M 31 -Except- 3-5: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except` 6-9: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1688/0-4-0, 6=2761/0-8-0 Max Horz2=-68(LC 25) Max Uplift2= 425(LC 5), 6= 787(LC 4) 30-0-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 170 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-4-1 oc bracing. WEBS 1 Row at midpt 4-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3193/865, 3-4=-3073/867, 4-5=-5247/1584, 5-6=-5356/1598 BOT CHORD 2-11=-746/2779, 10-11=-1368/4770, 9-10=-1368/4770, 8-9=-1368/4770, 8-12=-1342/4690, 6-12= 1342/4690 WEBS 3-11=-228/1090, 4-11= 1990/719, 4-8=-784/999, 5-8=-477/2042 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2 and 787 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1Odxl 1/2 Truss, Single Ply Girder) or equivalent at 22-0-12 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 164 lb up at 23-0-0 on top chord, and 460 lb down and 183 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a In iss system. Before use, the building designer must verify the npplicahility of deslgn Ixtrameters and propeiiy incogxxate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional teml:xxaiy and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication• storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available frorn Truss Plate Institute. 218 N. Lee Street, Suile 312, Alexandria, VA 22314. alk sisal Mi eke 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2197 T12638418 Masser AH7 Hip Girder 1 1 TAYIIIRMORRISIIN Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3_ 54, 3-5=-54, 5-7=-54, 2-6= 20 Concentrated Loads (lb) Vert: 5=-110(6) 8=-1561(13)12=-460(B) a nuy , e cv i i c„v—i..., .", I D: oS EJ?BL97YMB Vkp6gZR KIdyD41 e-AdrtU 1 nLS13rB59Hg7S 1 dabH D RAxEXW H2cmrU 1 yCQif WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-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 tDuAding component, not a inrss system. Before use, the building designer must verify the ahhlicatAlty of design parametels aid I:xoperly incorporate this design into the overall -q.Yiiibuildingdesign. Racing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporay and permanent bracing Mi iTe k* Is always required for stability and to prevent collapse with Iwsslble personal injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery• election and bracing of trusses and truss systems. secANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T 12638419 Masler AH7A Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 1.b4o s Aug i b zui r Mi ex inausmes, inc. Mon Doc yr w:e<.e i cu i r raye i I D:oSEJ?SL97YMBVkp6gZR KIdyD41 e-epPFhNozD2Bim FkTOgzGAn8W arZvz?xRH FV POTyCQie 1-0-0 7-0-0 15-0-0 23-0-0 30-0-0 31-0-q 1-0-0 7-0-0 8-0-0 8-0-0 7-0-0 6x8 = 6.00 Special 2x4 11 NAILED NAILED NAILED 6x8 = 12 13 14 Scale = 1:54.9 3x8 i 11 9 4x0 3x12 MT20HS 2x4 1 6 = NAILED NAILED NAILED 3x8 II 7x10 = LUS26 Special 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 (X Y)-- 12:0-2-10 0-1-8] (3 0-4-0 0-1-15] 15 0-4-0 0-1-15] 16:0-2-9 0-1-8] (9 0-5-0 0-4-81 LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.24 9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.54 8-9 >660 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.84 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 173 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins. 3- 5: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 3-9 2- 10: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 3- 9,5-9: 2x4 SP No.2 REACTIONS. ( lb/size) 2=1932/0-4-0, 6=2380/0-4-0 Max Horz 2=-68(LC 25) Max Uplift2=-527(LC 5), 6=-729(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3768/1086, 3-4_ 5893/1892, 4-12=-5894/1892, 12-13=-5893/1892, 13- 14=-5892/1892, 5-14=-5891/1891, 5-6=-4804/1512 BOT CHORD 2-11=-943/3291, 10-11=-946/3283, 9-10=-946/3283, 9-15=-1274/4187, 15-16=-1274/4187, 16- 17= 1274/4187, 8-17=-1274/4187, 6-8=-1276/4220 WEBS 3-11=0/315, 3-9=-1058/2953, 4-9=-720/505, 5-9=-636/1957, 5-8=-53/839 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 527 lb uplift at joint 2 and 729 lb uplift at joint 6. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use Simpson Strong -Tie LUS26 (4-1 Od Girder, 3-1 Od Truss, Single Ply Girder) or equivalent at 15-0-12 from the left end to connect truss( es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) " NAILED" indicates 3-1 Od (0.148' x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 164 lb up at 23- 0-0 on top chord, and 460 lb down and 183 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Dace 2 WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. MIS, DesignvalidforuseonlywithMiTek® connectors. Ihls design is based only upon Ir-irameleis shown, and Is for an Individual building component. not a IRM system. Before use, the building deskgnef must verify the applicability of design parameters and proforly lncoirxxaie this design into the overall Additional temporary and permanent bracing Welk' buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Y1 elk' fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638419 Master AH7A Hip Girder 7 1 Job Reference (optional) Builders FirstSource, Tampa, Plant Cdy, Florida 33566 640 s Aug 16 2U1 I MI r ek Mclusines, Inc. Mon Uec U4 u/:32:22 eUI I rage z I D:oSEJ?BL97YMBV kp6gZRKIdyD41 e-60zdvjob_MJZOOI fyYU Vi?ghKFv8iSAaW v FyYvyCQid LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 2-6=-20 Concentrated Loads (lb) Vert: 5=-1 10(F) 9=-908(F) 8=-460(F) 12=-1 10(F) 13=-1 10(F) 14=-110(F) 15=-61 (F) 16=-61 (F) 17= 61(F) 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 Milekl5connectors. This design Is based only upon parameters shown. and is for an individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly incorpomfe 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 truss systems, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate Institute, 218 N. Lee Sireei, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty PlyTTAYLORMORRIISO—N 2157 T12638420 Master AH9 Hip 2 erence (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 7.640 s Aug 16 20i t Welkelk industries, in, Mon uec 04 07 32.22 2017 rage I I D:oS EJ?8L97YM BVkp6gZRKIdyD41e-60zdvjob_MJ ZOOI fyYUV i?ghdFwuib_aW v FyYvyCQid r1-0-Oi 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 at-0-0 1-00 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0 5x6 = 2x4 II 5x6 = l 16 ° 17 6 18 Scale = 1:53.5 T 0 3x4 i " 3x4 3x4 = 3x4 = 3x4 = 3x8 = 7-9-4 15-0-0 22-2-12 3u-u-u 7.9-4 7-2-12 7-2-12 7-9-4 Plate Offsets (X Y)-- 12 0-2-10 0-1-8] f4 0-3-0 0-2-0] f6.0-3-0 0-2-0] f8 0-2-10 0-1-8f LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vett(LL) 0.12 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL t25 BC 0.68 Vert(TL) 0.2811-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.10 8 n/a rda BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 148 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0, 8=1161/0-4-0 Max Horz2=86(LC 11) Max Uplift2=-240(LC 12), 8=-240(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2027/1163, 3-14=-2025/1180, 3-15=-1823/1029, 4-15=-1814/1045, 4-16= 1837/1125, 5-16=-1837/1125, 5-17=-1837/1125, 6-17= 1837/1125, 6-1 8=-1 814/1045, 7-18=-1823/1029, 7-19=-2025/1180, 8-19=-2028/1163 BOT CHORD 2-13— 948/1759, 12-13=-649/1507, 11-12=-649/1507, 10-11— 645/1507, 8-10= 944/1759 WEBS 3-13=-227/337, 4-13= 114/368, 4-11=-256/506, 5-11=-372/358, 6-11= 256/506, 6-10— 114/368, 7-1 0=-227/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=1 09mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 29-5-13, Interior(1) 29-5-13 to 31- 0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 240 lb uplift at joint 2 and 240 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. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not a tiuss system. Before use, the Ureldiixg designer must verify the aft-licability of design IN:Aarneters and properly incorporate this deskgn 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 MiT ek" Is always required for stability and to prevent collapse with possible personal Injury and property drrnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. SeeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638421 Master AH11 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant Cdy, Florida 33566 7.640 s Aug 16 2017 Mi ek inuuswes, inc. rv'or. uwc u4 o ! age I D:oSEJ?BL97YMBV kp6gZRKIdyD41 e-E Ej63Ll4w7p7vn?uj iQZY9 WwJ dZ?mpM_bi H I PByCQih r1-0-Oi 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 31-0-0 1-00 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 1-0-0 5x6 = 5x6 = Scale = 1:53.5 3x4 'i 3x4 = 3x4 =. 3X4 = 3x4 3x4 = 15-0-0 22-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.12 10-12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.28 2-12 999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.19 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 145 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1164/0-8-0, 2=1154/0-4-0 Max Horz2=-102(LC 10) Max Uplift7=-261(LC 13), 2=-258(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2000/1136, 13-14=-1939/1137, 3-14= 1876/1148, 3-4=-1824/1112, 4-5=-1405/890, 5-6=-1793/1098, 6-15= 1839/1129, 15-16= 1902/1118, 7-16=-1962/1116 BOT CHORD 2-12=-92011719, 12-17=-586/1360, 17-18— 586/1360, 11-18= 586/1360, 10-11=-586/1360, 10-19= 578/1351, 19-20=-578/1351, 9-20=-578/1351, 7-9=-892/1675 WEBS 3-12=-251/362, 4-12=-241/445, 5-9=-224/418, 6-9=-222/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 19-0-0, Interior(1) 27-5-13 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 7 and 258 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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0"015 BEFORE USE. e Design valid for use only with MiTekr& 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 a plicailility of design lxrrameters (Ind rmol:,orly incorrx)late this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional iemryoraiy and permanent bracing MiTek` is always required for stabillty and to prevent collapse with possible personal injury and property damage.. For general guidance regarding the fabdcc flon. storage, delivery, erection and bracing of trusses and buss systemms, 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 TAYLOR MORRISON 2197 T12636422 Master AH13 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017-MiTek Industries, Inc. Mon Dec 04 07:32:19 2017 Page 1 I D:oSEJ?8L97YMBVkp6gZRKIdyD41e-iRHVGhmihRx_Xxa4GQxo4M28B1 uHV9n8pyOlxbyCQig 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 '1-0-Q 1-0-0 - 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-0' 4x6 — 4x6 = Scale = 1:53.5 8 1 1 3x4 :% 13 12 11 10 9 3x4 2x4 11 3x4 -. 3x4 = 2x4 3x4 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 Plate Offsets (X Y)-- 2:0-2-10 0-1-8) 17:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri(LL) 0.26 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.42 12-13 >853 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 146 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. REACTIONS. (lb/size) 2=1154/0-4-0, 7=1164/0-8-0 Max Horz 2=-120(LC 10) Max Uplift2=-274(LC 12), 7=-277(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2002/1049, 14-15=-1894/1054, 3-15=1855/1062, 3-4=-1440/855, 4-5=-1218/823, 5-6=-1439/853, 6-16=-1824/1049, 16-17=-1865/1040, 7-17=-1971/1035 BOT CHORD 2-13=-841/1714, 12-13=-841/1714, 11-12=-408/1218, 10-11=-408/1218, 9-10= 820/1677, 7-9=-820/1677 WEBS 3-13=0/291, 3-12=-632/494, 4-12=-158/383, 5-1 0=-1 53/379, 6-10=-595/474, 6-9=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 25-5-13 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 274 lb uplift at joint 2 and 277 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 conneclors. lhis design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer mast verify file alADlicabilify of design parameters and Imolx'dy incogxxale 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 - Mi7ek` Is always required for stability and to ixevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and floss systems, seeANSUTPl1 Quality Criteria, DSB-89 and BCSf 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 TAYLOR MORRISON 2197 Tt2638423 Master B Common 1 1 Job Reference (optional Builders FIrSISOUme, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Mon Dec 04 07:32:23 2017 Page 1 I D:oSEJ?8L97Y MB Vkp6gZR KIdyD41 e-bCX?63pDIg RQ?YtrV FOkFC DsZeL3R5_kkZ_V4MyCQic 1-0-0 5-10-0 11-8-0 1-0-0 5-10-0 5-10-0 Scale = 1:22.2 4x6 = 3x6 = zxa 11 3x6 = 5-10-0 11-8-0 5-10-0 5-10-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(ILL) 0,05 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Verl(TL) -0.09 4-5 >999 180 BCLL 0.0 " Rep Stress Incr YES W B 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 43lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=420/Mechanical, 2=489/0-4-0 Max Horz2=62(LC 16) Max Uplift4=-99(LC 13), 2= 130(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-603/416, 3-6=-476/427, 3-4=-600/425 BOT CHORD 2-5=-253/473, 4-5= 253/473 WEBS 3-5=-4/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 5-10-0, Exterior(2) 5-10-0 to 11-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 4 and 130 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. WARNING- Verily 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 MilekTD 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 applicol'ility of design Ixnometers and property incofpomle this dewin info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lei porary and permanent bracing 'M!Tek` Is always required for stability and to prevent collapse with possible personal fnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPi 1 Quality Criteria, OSE-89 and BCSI Building Component 6904 Parke East Bird. 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 TAYLOR MORRISON 21 s7 T12638424 Master BHS Hip Girder i 1 Job Reference (optional Builders FirslSource, Tampa. Plant City. Florida 33566 5-0-0 Special 4x6 = 1-8-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:23 2017 Page 1 I D:oS EJ?8L97YM BV kp6gZRKIdyD41e-bCX?63pDlgRQ?YtrV FOkFCDueeK7 R52kkZ_V4MyCQic Special 4x6 = 5-0-0 Zx4 11 Zx4 I 3x4 = Special Special 1-0-0 Scale = 1:21.7 5-0-0 6-8-0 11-8-0 5-0-0 t-8-0 5-0-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.04 1-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.10 1-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 45 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=639/Mechanical, 4=712/0-4-0 Max Horz 1=-56(LC 13) Max Upliftl=-211(LC 8), 4— 245(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1091/375, 2-3=-924/357, 3-4=-1096/380 BOT CHORD 1-7=-285/915, 6-7= 280/924, 4-6=-283/915 WEBS 2-7=0/252, 3-6=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 211 lb uplift at joint 1 and 245 lb uplift at joint 4. 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) 194 lb down and 222 lb up at 5-0-0, and 194 lb down and 222 lb up at 6-8-0 on top chord, and 119 lb down at 5-0-0, and 119 lb down at 6-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-3=-54, 3-5=-54, 1-4=-20 Concentrated Loads (lb) Vert:2=-147(B) 3= 147(B) 7=-74(B)6=-74(B) 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 Mllekf 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 appilcability, of design parameters or id Ixol:xaiy Incoil:>nrale 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 I Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638425 Master C Common 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:24 2017 Page 1 I D:oSEJ?SL97YMBVkp6gZRKIdyD41 e-304OKPgr W zZHdiS23zXznQlz62doAXItzD k3doyCQib 1-0-0 7-6-0 15-0-0 1-0-o 7-6-0 7-6-0 i Scale = 1:27.6 4x6 - 3x6 = 2x4 11 SX0 — ITo 7-6-0 15-0-0 7_6-0 7-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.11 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.23 4-5 >769 180 BCLL 0.0 Rep Stress Incr YES W B 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 55lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=544/Mechanical, 2=612/0-4-0 Max Horz 2=75(LC 16) Max Uplift4=-128(LC 13), 2= 159(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-789/435, 6-7=-700/447, 3-7=-669/461, 3-8=-639/474, 8-9=-697/460, 4-9=-786/448 BOT CHORD 2-5=-274/622, 4-5=-274/622 WEBS 3-5=0/351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extehtir(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-6-0, Exterior(2) 7-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 4 and 159 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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. VLMW Design valid for use only with Mllek(D connectors. [his design is based only upon parameters shown, and Is for an IndlVidual building component, not a truss systemUs . Beforee, them Ixtildingdesignerust vedfy the applicabilityof design parameters and properly incNpoiate this design into the overall ®®® building design. Bracing Indicated is to prevent truckling of individual truss web and/or chord members only. Addilional 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 fabdoallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPl 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 TAYLOR MORRISON 2197 T72638426 Master - CiT Root Special 1 1 Job Reference o floral Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:25 2017 Page 1 ID:oSEJ?8L97YMBVkp6gZRKIdyD41e-XaemXirTHHh8FS1 Edg2CKdl7dSspvzlOCtTc9EyCQia 1-0-0 2-4-0 7-6-0 12-8-0 15-0-0 16-0-0 1-0-0 2-4-0 5-2-0 5-2-0 2-4-0 1-D-0 Scale = 1:28.4 4x6 = 3x8 = 2x4 11 2x4 11 3x8 = 7-6-0 i 12-8-0 Plate Offsets (X Y)-- 2 0-8-0 0-0-10j (3 0-3-5 Edge], 15 0-3-5 Edge) (6 0-8-0 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.26 5-9 679 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,99 Vert(TL) 0.54 3-9 323 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.52 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 66 lb FT = 20 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP NO.2 `Except' 3-10,5-8: 2x4 SP No.3, 3-5: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=606/0-4-0, 6=606/0-4-0 Max Horz2=72(LC 11) Max Uplift2=-158(LC 12), 6=-158(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11_ 344/241, 3-11=-296/244, 3-12=-1071/581, 4-12=-1016/592, 4-13=-1016/580, 5-13=-1071/569, 5-14= 296/258, 6-14=-344/255 BOT CHORD 3-9=-327/926, 5-9=-327/926 WEBS 4-9=-209/560 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-6-0, Exterior(2) 7-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 2 and 158 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. v_ Design valid for use only with Milek0D connectors. This design is based only upon rxlrameters shown, and is for an Individual txrllding component, not a truss system. Before ruse, the building designer must verify the applicability of design parameters and poperly incorporate, this design into the overall a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 2197 T12636427 Master C2T Root Special 1 1 TAYLORMOFIRISON Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 2-4-0 7-6-0 55-z-o-o 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:25 2017 Page 1 ID:oSEJ?BL97YMBVkp6gZRKIdyD41e-XaemXlrTHHhBFst Edg2CKdl6XSzvvzSOCtTc9EyCQia 4x6 = 5-2-0 2-4-0 Scale = 1:27.8 3x8 = 2x4 11 2x4 11 3x8 = 2-4-0 7-6-0 12-8-0 15-0-0 2-4-0 5-2-0 5-2-0 2-4-0 Plate Offsets (X Y)-- 2.0-8-0 0-0-101 13.0-3-5 Edge1 [b 0-3-5 Edge) [6 0-8-0 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.28 5-8 642 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.54 5-8 329 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.50 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 64 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-9,5-7: 2x4 SP No.3, 3-5: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=544/Mechanical, 2=612/0-4-0 Max Horz2=75(LC 12) Max Uplift6=-128(LC 13), 2=-159(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-348/228, 3-10= 300/231, 3-11=-1104/649, 4-11=-1049/660, 4-12=-1022/673, 5-12= 1103/663, 5-13=-297/244, 6-13=-345/241 BOT CHORD 3-8=-422/950, 5-8=-422/950 WEBS 4-8=-277/609 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vu1t=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-6-0, Exterior(2) 7-6-0 to 13-6-0 zone; cantilever left and Fight exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 6 and 159 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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10I03/2015 BEFORE USE. ILMS Design valid for use only with MllekO connectors. This design Is based only upon parameters shown. and is for an individual Ixtilding component, not a truss system. Be -:fore use, the building desk-7ner must verify the applicability of design laaranelers and piopeily incogxrale this deskgn 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 t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insillute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply TAYLOR MORRISON 2197 T72638428 Master 71" US19 HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource, Tampa. Plant City. Florida 33566 r.r>4u s Aug l6 2vi r mi ex inausines, in, c 04 v c Kayo I D:oSEJ?8L97Y MBVkp6gZRKIdyD41 e-?nCB14s52bp?sOcQBOZRtrrNJsFBeQVAQX DAhhyCQiZ 2-4-0 7-0-0 8-0-0 12-8-0 15-0-0 P_4_0 4-8-0 - 1-0-0 4-8-0 2-4-0 Scale = 1:26.8 NAILED 5x6 = 5x6 = 3 4 Special 2 2x4 11 2x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 TCDL 7.0 Lumber DOL 1.25 BC 0.79 BCLL 0.0 ' Rep Stress Incr NO W B 0.25 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x6 SP M 26 "Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* 2-10,5-7: 2x4 SP No.3, 2-5: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1086/0-4-0, 6=1083/0-4-0 Max Horz 1=-60(LC 30) Max Upliftl=-437(LC 8), 6= 440(LC 9) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.17 2-9 >969 240 MT20 244/190 Vert(TL) -0.32 2-9 >527 180 Horz(TL) 0.27 6 n/a rVa Weight: 71 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-599/286, 2-3=-2266/994, 3-4=-2074/967, 4-5=-2265/1011, 5-6=-597/265 BOT CHORD 2-9=-863/2044, 8-9=-873/2074, 5-8=-861/2043 WEBS 3-9=-243/619, 4-8=-217/644 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 Ito uplift at joint 1 and 440 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided Sufficient to support concentrated load(s) 113 lb down and 226 lb up at 8-0-0 on top chord, and 479 lb down and 239 Ito up at 7-0-0, and 479 Ito down and 239 Ito up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-3=-54, 3-4=-54, 4-5= 54, 5-6= 54, 1-10=-20, 2-5=-20, 6-7=-20 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. _ _ q® Design valid for use only with Miiek connectors. This design Is based only upon parameters shown, and is for an Individual building component. not tl a ti ms system. Before use. the buildirx3 designee must verify the ap.plicatAllty of design pxnnmeters and properly incorporate It* design info the overall T ®S_ building design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing Mi ek IS always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12636428 Master CHIT HIP GIRDER 1 f Job Reference (optional) rbllaers Hrsiaource, lamps, Ylam r,ny, Nonaa 66Doo LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-98(F) 4=-55(F) 9=-479(F) 8= 479(F) I D:oSEJ?8L97YMBV kp6gZR KIdyD41e-Tzm W yQskpuxsUABd k54g P2NY3GbNNtlJfByj D7yCQiY WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. VLAMq® Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not - p a Irr15S system. Before use, the Ixtilding designer must verify file applicability of design parameters and properly incorporate this design info the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek' Is always required for stability and to prevent collapse with possible personal 1111ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply TAYLOR MORRISON 2197 T12636429 Master CJi Corner Jack 14 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 1.b4U s Aug i o zui7 Mi i ex mausrries, inc. Mon Doc 04 ur 2.27 20, r -yn I D:oSEJ?8Lg 7YMBV kp6gZRKIdyD41e-Tzm W yQskpuxs UABdk54g P2N d6GnVNwaJfByj D 7yCQiY 1-0-0 1-0-0 10-0 1-0-0 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 r1/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. ( lb/size) 3=-4/Mechanical, 2=121/0-4-0, 4=10/Mechanical Max Horz2=38(LC 12) Max Uplift3=-5(LC 13), 2=-49(LC 12) Max Grav3=14(LC 8), 2=121(LC 1), 4=19(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1 :7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.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 ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 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. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. sq® fflDesign valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not Ef a fuss System. Before use, the building deskgner must verify the apj Aicabdtly of design fx:trarneters and i:xopetly incorporate this design into the overall @ building design. Bracing Indicated is to prevent truckling of Individual truss web and/or chord rnernbers only. Additional ternporary and permanent bracing MiTek' is always regrdred for slatnllity 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 Instilule. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type MO( optional) Ti2638430 Master CJ3 Corner Jack Qty PIYTAYLOR Job Refere Builders FirsiSource, Tampa, Plant City, Florida 33566 ID:oSEJ?8L97YMBVkp6gZRKIdyD4le-TzmWyQskpuxsUABdk54gP2NcFGmZNwaJfByjD7yCQiY 1-0-0 3-0-0 Scale = 1:12.3 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ver1(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz 2=80(LC 12) Max Uplift3=-53(LC 12), 2=-54(LC 12) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph, TCDL=4.2psf; BCDL=6.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 ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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 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. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10IM016 BEFORE USE. _ pp Design valid for use only with MfTek connectors. This design is based only upon parameters shown• and Is for an Individual building component, riot a tans system. Before use, the building designer must verify the gDplicabtlfty of design parameters and p iopedy incogxxate 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 MiTe ' 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 syslems, secANSI/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 Qty Ply TAYLOR MORRISON 2197 T12638431 Master CJ3T Corner Jack 4 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant Cily, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:28 2017 Page 1 I D:oSEJ?8L97YMBVkp6gZRKIdyD41e-x9Ku9mtMaC3j6JmplpbvyGwoQf6w6NgTuriGmZyCQiX 1-0-0 2-4-0 3-0-0 1-0.0 2-4-0 0-8-0 2x4 = 2-4-0 00 Scale = 1:12.3 Plate Offsets (X Y) 3:0-0-1 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 6 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 6 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 4=51/Mechanical, 2=180/0-4-0, 5=42/Mechanical Max Horz2=80(LC 12) Max Uplift4=-29(LC 12), 2=-50(LC 12), 5=-9(LC 12) Max Grav4=51(LC 1), 2=180(LC 1), 5=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.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 ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live toad nonconcuirent 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 29 lb uplift at joint 4, 50 lb uplift at joint 2 and 9 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11471-7473 rev. 1010312015 BEFORE USE. WAR_ Design valid for use only with MITeke connectors. This design is based only upon parameters shown. and Is for an individual twilding cam{y nent, not Iairrrsssystem. Before ruse, lho txrildirrg designer must verify the apt-icahility of design parameters and propeiiy incorporate this design into the overall 1g building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord mmebers Only. Additional temporary and permanent bracing Mi iT 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 tracing of trusses and truss systems, se -ANSI/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 TAYLOR MORRISON 2197 T12636432 Master CJ5 Corner Jack Ply 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:28 2017 Page 1 ID:oS EJ?8L97YMBV kp6gZRKIdyD41e-x9Ku9mtMaC3j6JmplpbvyGwhxf3a6NgTuriGmZyCQiX 1-0-0 5-0-0 1-0-0 5-0-0 2x4 5-0-0 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >737 180 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a r1/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 21 /Mechanical, 2=247/0-4-0, 4=48/Mechanical Max Horz2=123(LC 12) Max Uplift3=-106(LC 12), 2=-59(LC 12) Max Grav3=121(LC 1), 2=247(LC 1), 4=95(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.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 ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 106 lb uplift at joint 3 and 59 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 01.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekcD connectors. This design is based only upon parameters shown, and is for an individual building component, not W1, a truss system. Before use, the !wilding designer must verify the III I-Aicability of design porarnotes and properly incogxrale this design into tine overall ,yTbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional ierntvxary and permanent bracing i i ek' 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 tracing of trusses and truss systems. seeANSI/TPt 1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss - Truss Type Qty Ply TAYLOR MORRISON 2197 T12638433 Master CJ5T Corner Jack 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:29 2017 Page 1 I D:oSEJ?8L97YMBVkp6gZRKIdyD41e-PMuHN6u_LW BajTL?sW 68UTTvN3Ourg3c7VRgiOyCQiW 1-0-0 2-4-0 5-0-0 1-0-0 2-4-0 2-8-0 2X4 2-4-0 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 7.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except` 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 4=102/Mechanical, 2=250/0-4-0, 5=69/Mechanical Max Horz 2=123(LC 12) Max Uplift4=-69(LC 12), 2=-57(LC 12), 5=-7(LC 12) Max Grav4=102(LC 1), 2=250(LC 1), 5=82(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 ro N OO DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.08 6 >703 240 MT20 244/190 Verl(TL) -0.09 6 >624 180 Horz(TL) 0.05 5 n/a n/a Weight: 19 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.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 ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 4, 57 lb uplift at joint 2 and 7 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITekn connec:lois. This design Is based only upon Iximmeters shown, and is for an individual building component not - - a MISS syster r. Before use, the buildirg deskgnei must verify the applicability of design Ixtrameters and properly tncogxxale this design into the overall q building design. Bracing indicated is to prevent backing of individual truss web and/or chord members only. Additional tem{wrary and permanent bracing - MiT ek' 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 systerns, 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 Oty Ply TAYLOR MORRISON 2197 T12638434 Master D Common 3 i Job Reference (optional) Builders FirstSource, Tampa, Plant Cty, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:29 2017 Page 1 I D: oSEJ?BL97YMBVkp6gZRKIdyD41 e-PMuH N6u_LW BajTL?sW 68UTT uw3LOrnuc7V Rq I OyCQi W 1-0-0 5-9-4 11-0-0 16-2-12 i 22-0-0 23-0-0 i-0-0 5-9-4 5-2-12 5-2-12 5-9-4 1 0 Scale = 1:39.7 4x6 = 3x4 — 3x4 = 3x4 = 3x4 = 3x4 =- 1 0 7-6-3. 14-5-13 22-0-0 7-6-3 6-11-11 7-6-3 Plate Offsets (X Y)-- 2 0-1-0 Edge) 16 0-1-0 Edge) LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.40 Vert(LL) 0.08 2-10 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,56 Verl(TL) 0.22 2-10 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No,3 REACTIONS. lb/size) 2=865/0-4-0, 6=865/0-4-0 Max Horz2=102(LC 11) Max Uplift2=-218(LC 12), 6=-218(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1386/708, 3-11=-1261/711, 3-4=-1222/704, 4-5=-1222/704, 5-12=-1261/712, 6-12=-1386/708 BOT CHORD 2-10= 517/1177, 9-10=-223/784, 8-9=-223/784, 6-8=-539/1177 WEBS 4-8= 245/472, 5-8=-288/346, 4-10=-245/472, 3-10= 288/346 Structural wood sheathing directly applied or 4-7-7 oc puffins. Rigid ceiling directly applied or 7-11-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 17-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 2 and 218 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. 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 MiTekrD connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building deskgner must verify tlw applicability of design parameters and properly inc(xromte this design into the overall building design. Bracing indicated Isle prevent buckling of individual truss web aid/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 fabdcatlon, 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 2197T12638435 D1 Common Qty Ply TAYLORORRISON ence o tional Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 5-9-4 1-0-0 5-9-4 5-2-12 i.oau s nug 16 2017 mi ex industnes, Inc Nlon Dec 04 v,.. <..,, , aye I D:oSEJ?8L97YMBV kp6gZRKIdyD41 e-tYSfaSvc6pJQLdwCQDeN 1 h?3QT haaE 1 m L9BNgSyCQiV 4x6 = 5-2-12 5-9-4 Scale = 1:39.1 3x4 = 3X4 = 3x4 — 3x4 = sx4 — 6- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 2-9 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.23 6-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=800/0-4-0, 2=866/0-4-0 Max Horz 2=105(LC 11) Max Uplift6=-187(LC 13), 2= 219(LC 12) PLATES GRIP MT20 2441190 Weight: 99 Ito FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-5-11 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1389/731, 3-10=-1265/733, 3-4=-1226/721, 4-11=-122lR56, 5-11=-1232/736, 5-12=-1272/767, 6-12= 1382/755 BOT CHORD 2-9=-575/1180, 8-9=-261/787, 7-8=-261/787, 6-7=-576/1188 WEBS 4-7=-254/481, 5-7= 293/349, 4-9=-243/472, 3-9=-288/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 17-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 6 and 219 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. sl7 Design valid for use only with MiTekO conneclors. This design Is based only upon paramelers shown, and is for an individual Lwliding component, not a irrrss system. Before use, the building desk3ner must verify the applicability of design paramelers and ixoperly lncorixxate 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 i.Tak' IS always required (of 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 Type Qty Ply TAYLOR MORRISON 2197 T12638436 Master T", Ss Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 i0 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:31 2017 Page 1 I D:oS EJ?8L97YMB V kp6gZRKIdyD41 a -Mk? 1 oovEs7RHzn U Ozx9cauY61 t_3J d5vapwxMuyCQi U I5-0-0 22-0-0 _ _ 23-0-0 8-0-0 7-0-0 1-0-0 6x12 MT20HS 5- Special NAILED 4x6 = 3 10 4 3x8 -- 3x6 ll NAILED LUS26 7x10 WB= 3x4 = 3x6 Q Special Scale = 1:40.1 7-0-0 15-0-0 22-0-0 7-0-0 8-0-0 7-0-0 Plate Offsets (X Y)-- 2:0-2-10 0-1-81 (3:0-7-12 0-1-121 19:0-4-4 0-1.81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.21 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Verl(TL) -0.44 7-9 >589 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO W B 0.48 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix) Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 3-7 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1786/0-4-0, 5=1497/0-4-0 Max Horz 2=-68(LC 25) Max Uplift2= 579(LC 8), 5=-448(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3561/1143, 3-10=-2549/815, 4-10=-2549/815, 4-5=-2904/860 BOT CHORD 2-9=-995/3100, 9-11=-1006/3152, 11-12=-1006/3152, 8-12=-1006/3152, 7-8=-1006/3152, 5-7=-690/2513 WEBS 3-9=-273/1257, 3-7=-790/423, 4-7=-194/875 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2 and 448 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use Simpson Strong -Tie LUS26 (4-1 Od Girder, 3-1 Old Truss, Single Ply Girder) or equivalent at 10-3-4 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 164 lb up at 7-0-0 on top chord, and 460 lb down and 183 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on a e 2 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 MIIek6 connectors. This design is based only ulxon parameters shown, and Is for an individual building component, not a In= system. Before LW., the building designer must verify file applicabBity of design parameters and lxoperly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing -MlT ek' is always required for sialAilty 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 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 TAYLOR MORRISON 2197 T12638436 Master DH7 Hip Girder 1 1 Job Reference o tional Builders FirstSource, Tampa, Vlam City, Florlda ;i'dbtib LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-110(B) 9=-460(B)10= 110(B) 11=-61(B) 12=-813(B) I D: oS EJ?8L97YMBV kp6gZR KIdyD41 e-M k? 1 oovEs7RHznUOzx9cauY6lt_3Jd5vapwxMuyCQi U WARNING - V fify design parameters 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 E a I Lw system. Before use, the building designer muss verify the apaplicabilily of design parameters and properly inarpxrale 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 .MiT®k• Is always required for stabllity and to prevent collapse with posslMe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12636437 Master DH9 Hip 1 1 Job Reference o tional Builders FirstSource, Tampa, Plard City, Florida 33566 r.ovo s ,vug io 20 i r rvo en muusu es, i c. mun Dom, 04 67.32.31 2&, 7 Fd9c i ID:oSEJ?8L97YMBVkp6gZRKIdyD41e-Mk?f oovEs7RHznUOzx9cauYCDtzjJiDvapwxMuyCQiU 1 -0-0 6-10-9 - 2-1-7 9-0-0 13-0-0 15-1-7 22-0-0 23-0-D 1-0-0 6-10-9 4-0-0 2-1-7 1 6-10-9 If 0 4x6 = 4x6 = 3x4 3x4 , 3x4 = 3x6 = 3x4 = LOADING (psf) TOLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 9-0-0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TO 0.54 Lumber DOL 1.25 BC 0.76 Rep Stress Incr YES WB 0.15 Code FBC2014fTPI2007 Matrix) REACTIONS. (lb/size) 2=865/0-4-0, 7=865/0-4-0 Max Horz2= 85(LC 10) Max Uplift2= 205(LC 12), 7=-205(LC 13) DEFL. in (loc) I/dell Lid Vert(LL) -0.18 2-11 >999 240 Vert(TL) -0.49 2-11 >531 180 Horz(TL) 0.05 7 n/a rda Scale = 1:40.1 PLATES GRIP MT20 244/190 Weight: 96 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12= 1312[735, 12-13=-1296/748, 3-13=-1192/761, 3-4=-1111/718, 4-5=-947/635, 5-6=-1111/718, 6-14— 1192/761, 14-15=-1296/748, 7-15=-1312/735 BOT CHORD 2-11= 541/1102, 10-11=-318/947, 9-10=-318/947, 7-9= 536/1102 WEBS 3-11= 342/411, 4-11=-259/418, 5-9= 259/418, 6-9=-342/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-0-0, Interior(1) 21-5-13 to 23-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 2 and 205 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 MilekO connectors. This design is based only upon parameters shown, and is for an individual N illding component, not a h uss system. Before use, the building designer must verify the applicability of design ralameters and prope. ly incotporaie this design into the overall T building design. &acing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permWelk' bracing - elk` is always required for stat-Ally and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcaflon, 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 TAYLOR MORRISON 2197 T72638438 Master EJ5 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33666 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:32 2017 Page 1 I D: oS EJ?8L97YMBV kp6gZRKidyD4le-gxZP?8wsdRa8bx3aXegr665NwH QV2Ap2pTg UvKyCQiT t-0-0 5-0-0 1-D-0 5-0-0 Scale = 1:17.3 2x4 = i 5-0-0 5-0-0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >737 180 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: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=121/Mechanical, 2=247/0-4-0, 4=48/Mechanical Max Horz2=123(LC 12) Max Uplift3= 106(LC 12), 2— 59(LC 12) Max Grav3=121(LC 1), 2=247(LC 1), 4=95(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph, TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 59 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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with Milek(b connectors. This design is based only upon porameters shown, and is for an individual building component, not a in.rss system. Before use, the building designer nxxst verify The ,11-4Aicahility of design rxrrameters arki piopeiiy ux.oiporote 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 Lacing . MiT eke 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, seeANSVTPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee 51reel, Suite 312, Alexondrio. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638439 Master EJ6 Jack -Open 2 1 Job Reference (optional) Builders FlrsiSOnrCe, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:32 2017 Page 1 I D:oS EJ? SL97YMBV kp6gZRKIdyD41e-gxZP?8wsdRa8bx3aXeg r665JJ HOg2Ap2pTg UvKyCOiT 1-0-0 6-0-0 1-0-0 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/detl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.06 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0A0 Ved(TL) 0.15 2-4 455 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=143/Mechanical, 2=28B/0-8-0, 4=56/Mechanical Max Horz2=144(LC 12) Max Uplift3=-126(LC 12), 2=-67(LC 12) Max Grav3=143(LC 1), 2=288(LC 1), 4=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.7 PLATES GRIP MT20 244/190 Weight: 21 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- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 5-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 67 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. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTekO connectors. this design is based only ulxm parameters shown, and Is for an individual building component, noY a tii iss system. Before rise, the buildimj designer must verify the applicaloilry of design parameteis and paaperly incogxxale this design into file overall Abuildingdesign. Bracing indicated Is to prevent twckling of individual truss web and/or chord members only. Additional fernporary and permanent brcx:ing MiT ek' 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 systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638440 Master EJ7 Jack -Open 7 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 17-0-0 3x6 = 7.640 s Aug 16 2017 MI I ek Industries, Inc. Mon Dec 04 0/:32:33 2017 Page 1 ID:oSEJ?8L97YMBVkp6gZRKIdyD41e-177nDUxUOki?C5em5MB4fJdTrgh8nd3C17P1 RnyCQiS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.14 2-4 566 240 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.26 2-4 308 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a. Na BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=164/Mechanical, 2=319/0-4-0, 4=81/Mechanical Max Horz2=165(LC 12) Max Uplift3=-128(LC 12), 2= 69(LC 12) Max Grav3=164(LC 1), 2=319(LC 1), 4=125(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.2 PLATES GRIP MT20 244/190 Weight: 24lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 69 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. v Design valid for use only with MiTekR connectors. This design is based only upon parameters shown, and is for an individual twilding component not a truss system. Before use, the building designer must verify the apNicabili fyof design 1xirameteis and i:aopedy incotporate this design into the overall building design. Bracing indicated is to prevent t:wckling of Individual taus web and/or chord members only. Additional ternporaiy and pennanent bracing I q ViilT ekeis always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of h'usses and truss systems, seeANSi/TPI t Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638447 Master EJ7T Jack -Open 2 1 Job Reference (option 1 tsuuaers rirstaource, Tampa, r,arn a ny, r.onoa ss I —.-.y 1 _^ ^_ ^-- I D:oS EJ?8L97YM BVkp6gZRKIdyD41 e-177nD UxUOki?C5em5MB4fJdX Bgfand3C 17P 1 RnyCQiS 0-2-4-0 7-0-0 _ 1 1 to-00 2-4-0 4-8-0 Scale = 1:22.2 00 LX4 11 3x6 = 2-4-0 7-0-0 2-4-0 4-8-0 Plate Offsets (X Y)-- 2 0-6-0 0-0-6j 13.0-4-0 0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Veri(LL) 0.25 3-5 >326 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.31 3-5 >264 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.14 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 26lb 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 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 4=152/Mechanical, 2=323/0-4-0, 5=94/Mechanical Max Horz 2=165(LC 12) Max Uplift4=-107(LC 12), 2=-67(LC 12), 5=-3(LC 12) Max Grav4=152(LC 1), 2=323(LC 1), 5=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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 107 lb uplift at joint 4, 67 lb uplift at joint 2 and 3 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. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. OE Design valid for use only with MITemBOmconnectors. This design is based only upon parameters shown, and is for an Individual building component, not k'3a trrrss syste. Belpre use, the building designer ust verify the applicability n nofdesignrx:meters and properly incoIN x ate IF Its design into the overall l building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional 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 trrrSS syslennS, seeANSUTPi 1 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 MORRISON 2 997T12638442TT- AYLOR Master FGR FLOOR t2ob Reference (optional) Builders FiTS1SUUTce, Tampa, Plant City, Florida 33566 4-1-8 4-1-8 THA426 2x4 11 Ar 4U S AUg l b zui ( Mi ek Industries, inc Mon Deu 04 0/.34 2017 Faye I I D:T2wU amfihu uoab7VoD Fqe EyD_wo-m JhAQpy792gsq EDzf3iJ BXAjz4xu W reLGn9bzDyCQiR 5- 8-4 10-2-0 1 2 4-5-12 THA426 2x4 I I THA426 1 6x8 = 9 2 THA426 3 10 11 4 3x8 = 10- 2-0 Scale = 1:17.2 3x12 MT20HS = 1 Plate Offsets (X Y)-- 4- 9-8 1-6-12 5 0-6-8 0-1-8) (6:0-3-8 0-4-0) (7 0-3-8 0-4-0) 4- o-nz LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.12 6 985 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.99 Verl(TL) 0.18 6 635 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 1.00 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) I Weight: 114lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 1- 7: 2x4 SP No.1, 4-6: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. ( lb/size) 5=3737/0-6-0, 8=3668/0-5-0 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-2978/0, 1-9=-7712/0, 2-9= 7712/0, 2-3=-7712/0, 3-10=-7712/0, 10-11=-7712/0, 4- 11=-7712/0, 4-5=-2840/0 BOT CHORD 8-12=0/735, 7-12=0/735, 6-7=0/7712, 6-13=0/931, 13-14=0/931, 5-14=0/931 WEBS 1-7=0/7380, 2-7=-1218/0, 4-6=0/7109, 3-6=-1278/0 Structural wood sheathing directly applied or 5-0-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Bearing at joint(s) 5, 8 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) Use Simpson Strong -Tie LUS46 (4-16d Girder, 4-16d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-2-4 from the left end to 8-2-4 to connect truss(es) to front face of bottom chord. 9) Use Simpson Strong -Tie THA426 (8-16d Girder, 6-16d Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-2-4 from the left end to 8-2-4 to connect truss(es) to back face of top chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-4=-100, 5-8=-10 Continued on 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 MiTek0connectors. Ibis design is based only upon parameters shown, and is for an individual building component, nor a Iltm system. Before use, fine building deskgnei must verify the cal:rplicability of design parameters and properly incuiporate this design into the overall building design. & acing indicated is io I>revent buckling of individual tnrss web and/or chord members only. Additional temporary and permanent bra:kng Is always regrtlred 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 Safety Information avaliable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314, M1 ek* 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply TAYLOR MORRISON 2197 T12638442 Master FOR FLOOR 1 e L Job Reference (optional Builders I-IrstSource, Tampa, Plant Urly, Horida 335b6 r.—s r,uy to cuir rvuiei, niuusums, uw. vi ry wvr.o n 1 aye ID:T2wUamflhuuoab7VoDFgeEyD_wo-mJhAQpy792gsgEDzf3iJBXAjz4xuW reLGn9bzDyCQiR LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-950(F) 2_ 634(B) 9=-634(B) 10— 634(B) 11=-634(B) 12=-950(F) 13=-950(F) 14=-950(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. 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 - a truss system. Before tuse, 11w Wilding deskgnei must verify the (ApfAicobiffy of design paralrleters and properly incorporate this design into the over building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSO-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 7_ Truss Type MORRISON 2197T12638443 Master FGR1 FLOOR TQtY 7PIY; T:AYLOR ob Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Indusines, Inc Mon Dec 04 07 32:34 2017 Page 1 I D:T2wU am flh uuoab7VoD FgeEyD_wo-mJ hAQpy792gsq E Dzf3iJ BXAeC4yzwsU LGn9bzDyCQiR 3-8-12 6-9-4 9-9-12 12-10-4 16-7-0 3-8-12 3-0-8 3-0-8 3-0-8 3-8-12 2x4 ll 1 4x12 = 3x8 = 43x4 = 3x4 = 2x4 II Scale = 1:29.8 3x8 = LE LD 15 13 12 11 10 9 4x10 MT20HS I I LUS46 8x12 = 5x6 = 2x4 ! 3x4 = HHUS46 9-9-12 6x8 = 2x4 I LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.18 11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Veri(TL) 0.28 11 687 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0,95 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-13,7-9: 2x4 SP No.2 REACTIONS. (Ib/size) 14=3297/0-5-0, 8=1424/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 4=-2535/0,1-2=-6725/0, 2-3=-6725/0, 3-4= 5285/0, 4-5=-3263/0, 5-6=-3263/0, 6-7=-3263/0, 7-8=-1315/0 BOT CHORD 14-15=0/391, 13-15=0/391, 12-13=0/6597, 11-12=0/6597, 10-11=0/6597, 9-10=0/5285 WEBS 1-13=0/6733, 3-10= 1426/0, 4-10=0/578, 4-9= 2196/0, 6-9=-330/0, 7-9=0/3312 Structural wood sheathing directly applied or 4-3-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 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) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 5 = 20%, joint 12 = 20% 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 or and fastened to each truss with 3-10d (0.131" X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Use Simpson Strong -Tie LUS46 (4-16d Girder, 4-16d Truss, Single Ply Girder) or equivalent at 1-8-12 from the left end to connect truss(es) to back face of bottom chord. 8) Use Simpson Strong -Tie HHUS46 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 3-8-12 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hangeris in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-7=-100, 8-14= 10 Concentrated Loads (lb) Vert: 13= 1979(B) 15=-950(B) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312019 BEFORE USE. Design valid for use only with MilekS) connectors. this design is based only upon parameters shown, and is for an individual building component, not o truss sysle nr Before use, the building designer must verify the applicability of design rxnameters and properly inaxpxxate this design into the overall building design. Bracing indicated is to prevent Ixickling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stabitily 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 fnrss 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 MORRISON 2197T72636444MasterFGR2 Q typly TAYLOR FLAT GIRDER Reference o tl0nal Dulioers rnsraowce, lanipa, Haul guy, s-1-8 i 5-1-8 ID:T2wUamflhuuoab7VoDFgeEyD_wo-EW FYd9ylwMyjSOo9CnDYkkjg9ULzFNSVVRuBVfyCQiQ 10-1-4 11-6-12 16-6-8 21-8-C 4-11-12 1-5-8 4-11_12 5-1-8 5x8 = 2x4 11 5x8 = 4x6 = 3x12 MT20HS = 2x4 11 1 2 3 4 15 5 6 14 16 17 18 12 19 2u GI cc 3x4 11 LUS46 LUS46 6xl2 MT20HS = 6x12 MT20HS = 2x4 11 3x6 = NAILED 8x14 MT20HS = LUS46 LUS46 LUS46 LUS46 NAILED NAILED Special 10-1-4 11-6-12 16-6-8 4-99-12 1-5-8 4-11-1. Scale = 1:39.1 6xl2 MT20HS = 7 NAILED 4xl0 MT20HS I I 21-8-0 Plate Offsets (X Y) j1 Edge 0-1-12] (8'Edge 0-3-81 [9'0-4-8 0-3-12] (13.0-5-0 0-2-8] LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.35 10 723 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) 0.84 10 306 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.65 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 243lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-14,7-8: 2x4 SP No.2, 1-13,3-13,4-9,7-9: 2x4 SP M 31 REACTIONS. (lb/size) 14=2401/0-6-0, 8=3929/0-6-0 Max Horz 14=53(LC 5) Max Uplift14=-59(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-2200177, 1-2=-7798/68, 2-3= 7798/68, 3-4=-14817/0, 4-15=-11156/0, 5-15=-11156/0, 5-6=- 11156/0, 6-7=-11156/0, 7-8=-3600/0 BOT CHORD 14-16=-58/318, 16-17= 58/318, 13-17=-58/318, 13-18=0/13316, 12-18=0/13316, 12-19=0/13316, 11-19=0/13316, 10-11=0/13316, 10- 20=0/14817, 20-21=0/14817, 9-21=0/14817, 9-22=0/644, 22-23=0/644, 8-23=0/644 WEBS 1-13=-43/7728, 2-13= 519/160, 3-13=-5701/0, 3-10= 012014, 4-10= 114110, 4-9= 3782/457, 6-9=-1949/0, 7-9=0/10860 Structural wood sheathing directly applied or 3-6-14 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d ( 0.131"xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 14. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie LUS46 (4-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-4-4 from the left end to 11-4-4 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-1 Od (0.148"xX) or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. ontinued on Daae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek,9 connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Betcxe use, the brAlding designer must verify tine appli'at-Ality of design paramelels and properly incorporale this design into The overall building design. Bracing indicated is to prevent tickling of individual truss web and/or chord members only. Additional fernporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component - 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2197T12638444 FGR2 FLAT GIRDER 1Le TAYLIIRRISON optional) Builders FirstSource, l amps, Ylani Uny, -londa 335titi i.vvv>nvy tv cvii rvnic 1.vvas goo. v1. .—.+ ..,., ... y., I D:T2wUamflhuuoab7VoDFge EyD_wo-E W FYd9ylwMyjSOo9CnDYkkjg9 ULz FNSV V Ru8VfyCQiQ NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 882 Ib down and 127 Ib up at 11-6-12 on top chord, and 33 lb down and 30 lb up at 11-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-15= 100, 7-15=-370, 8-14= 20 Concentrated Loads (lb) Vert: 13=-10(F) 10=-188(F) 4_ 850 16=-10(F) 17=-10(F) 18=-10(F) 19=-10(F) 20=-26(F) 21=-26(F) 22=-26(F) 23=-26(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-15=-80, 7-15=-327, 8-14=-20 Concentrated Loads (lb) Vert: 13=-62(F) 10=-333(F) 4=-708 16=-62(F) 17=-62(F) 18=-62(F) 19=-62(F) 20=-21(F) 21=-21(F) 22= 21(F) 23= 21(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-15= 20, 7-15=-220, 8-14=-40 Concentrated Loads (lb) Vert: 10=-5(F) 4= 425 20= 5(F) 21 5(F) 22=-5(F) 23=-5(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14= 12 Horz: 1-14=17, 7-8=24 Concentrated Loads (lb) Vert: 10=28(F) 4=127 20=28(F) 21=28(F) 22=28(F) 23=28(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=-24, 7-8=-17 Concentrated Loads (lb) Vert: 10=28(F) 4=127 20=28(F) 21=28(F) 22=28(F) 23=28(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=2, 7-15=-212, 8-14=-20 Horz: 1-14=33, 7-8=8 Concentrated Loads (Ib) Vert: 10=30(F) 4= 514 20=30(F) 21=30(F) 22=30(F) 23=30(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=2, 7-15= 183, 8-14= 20 Horz: 1-14=-8, 7-8=-33 Concentrated Loads (lb) Vert: 10=30(F) 4— 340 20=30(F) 21=30(F) 22=30(F) 23=30(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=10, 7-8=21 Concentrated Loads (lb) Vert: 10=28(F) 4=127 20=28(F) 21=28(F) 22=28(F) 23=28(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=-21, 7-8=-10 Concentrated Loads (lb) Vert: 10=28(F) 4=127 20=28(F) 21=28(F) 22=28(F) 23=28(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=10, 7-8=21 Concentrated Loads (lb) Vert: 10=28(F) 4=127 20=28(F) 21=28(F) 22=28(F) 23=28(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=-21, 7-8=-10 Concentrated Loads (lb) Vert: 10=28(F) 4=127 20=28(F) 21=28(F) 22=28(F) 23=28(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=2, 7-15=-204, 8-14=-20 Horz: 1-14=26, 7-8=5 Concentrated Loads (lb) Vert: 10=30(F) 4=-464 20=30(F) 21=30(F) 22=30(F) 23=30(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 ontinued on page 3 WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f 0103MI S BEFORE USE. Design valid for use only with MiTek® connectors. this design is rased only upon parameters shown, and is for an Individual building component, not - - a Irrrss system. Before use, the brdldirlg designer must vedty the aplAicability of design parameters and properly incorparate this design into tlx: 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/1PI1 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 Jab Truss Truss Type city Ply TAYLOR MORRISON 2197 T12638444 Master FGR2 FLAT GIRDER 1 f2 Job Reference (optional) r,e,.., nn m:zont onr I Pane a Builders FirsIbource, Iampa, rianl tiny, Florida ssoob ,. s Ug ,.,.... Dec..__ ., . _. .__.__ __ .. _,_ _ ID:T2wUamflhuuoab7VoDFgeEyD_wo-EW FYd9ylwMyjSOo9CnDYkkjg9ULzFNSVVRuBVfyCQiQ LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-15=2, 7-15=-183, B-14=-20 Horz: 1-14=-5, 7-8=-26 Concentrated Loads (lb) Vert: 10=30(F) 4=-340 20=30(F) 21=30(F) 22=30(F) 23=30(F) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-15=-20, 7-15=-197, 8-14=-20 Concentrated Loads (Ib) Vert: 13=-79(F) 10=-367(F) 4— 283 16=-79(F) 17=-79(F) 18=-79(F) 19=-79(F) 20=-5(F) 21=-5(F) 22=-5(F) 23=-5(F) 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: 1-15=-63, 7-15=-338, 8-14=-20 Horz: 1-14=24, 7-8=6 Concentrated Loads (lb) Vert: 10=23(F) 4=-882 20=23(F) 21=23(F) 22=23(F) 23=23(F) 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 (pit) Vert: 1-15=-63, 7-15=-317, 8-14=-20 Horz: 1-14= 6, 7-8=-24 Concentrated Loads (lb) Vert: 10=23(F) 4=-750 20=23(F) 21=23(F) 22=23(F) 23=23(F) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-63, 7-15=-332, 8-14=-20 Horz: 1-14=19, 7-8=4 Concentrated Loads (ib) Vert: 10=23(F) 4=-844 20=23(F) 21=23(F) 22=23(F) 23=23(F) 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: 1-15=-63, 7-15=-317, 8-14=-20 Horz: 1-14=-4, 7-8=-19 Concentrated Loads (Ib) Vert: 10=23(F) 4=-750 20=23(F) 21=23(F) 22=23(F) 23=23(F) 19) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=17, 7-8=24 Concentrated Loads (lb) Vert: 10=-33(F) 4=127 20=-33(F) 21=-33(F) 22= 33(F) 23=-33(F) 20) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=-24, 7-8= 17 Concentrated Loads (lb) Vert: 10=-33(F) 4=127 20=-33(F) 21=-33(F) 22=-33(F) 23=-33(F) 21) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=2, 7-15=-212, 8-14=-20 Horz: 1-14=33, 7-8=8 Concentrated Loads (lb) Vert: 10=-25(F) 4=-514 20= 25(F) 21=-25(F) 22=-25(F) 23=-25(F) 22) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=2, 7-15=-183, 8-14= 20 Horz: 1-14— 8, 7-8=-33 Concentrated Loads (lb) Vert: 10=-25(F) 4=-340 20= 25(F) 21=-25(F) 22=-25(F) 23=-25(F) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=10, 7-8=21 Concentrated Loads (lb) Vert: 10=-33(F) 4=127 20=-33(F) 21=-33(F) 22= 33(F) 23=-33(F) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15= 79, 8-14=-12 Horz: 1-14=-21, 7-8— 10 Concentrated Loads (ib) Vert: 10=-33(F) 4=127 20=-33(F) 21= 33(F) 22= 33(F) 23=-33(F) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=10, 7-8=21 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-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 Ind a tuns system. Before rise, tlw building designer must verify the applicabilily of design parameters and p ropeily ulcorlorate this design Into the overall ii building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slat:41IN 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, secANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2197 T12638444 Master FGR2 FLAT GIRDER 1 2 TAYLORMORRISON Job Reference (optional) Builders FirstSource, Tampa. Plant City. Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:35 2017 Page 4 ID:T2wUamflhuuoab7VoDFgeEyD_wo-EW FYd9ylwMyjSOo9CnDYkkjg9ULzFNSVVRuBVfyCQiQ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-33(F) 4=127 20= 33(F) 21 _ 33(F) 22=-33(F) 23=-33(F) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=30, 7-15=-79, 8-14=-12 Horz: 1-14=-21, 7-8=-10 Concentrated Loads (lb) Vert: 10=-33(F) 4=127 20= 33(F) 21— 33(F) 22=-33(F) 23=-33(F) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=2, 7-15=-204, 8-14=-20 Horz: 1-14=26, 7-8=5 Concentrated Loads (lb) Vert: 10=-25(F) 4= 464 20=-25(F) 21— 25(F) 22=-25(F) 23=-25(F) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=2, 7-15=-183, 8-14=-20 Horz: 1-14=-5, 7-8= 26 Concentrated Loads (lb) Vert: 10=-25(F) 4=-340 20=-25(F) 21=-25(F) 22=-25(F) 23_ 25(F) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-63, 7-15=-338, 8-14=-20 Harz: 1-14=24, 7-8=6 Concentrated Loads (lb) Vert: 10=-32(F) 4=-882 20=-32(F) 21=-32(F) 22=-32(F) 23=-32(F) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-63, 7-15=-317, 8-14=-20 Harz: 1-14=-6, 7-8=-24 Concentrated Loads (lb) Vert: 10=-32(F) 4=-750 20=-32(F) 21=-32(F) 22= 32(F) 23= 32(F) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-63, 7-15=-332, 8-14= 20 Harz: 1-14=19, 7-8=4 Concentrated Loads (lb) Vert: 10=-32(F) 4=-844 20=-32(F) 21=-32(F) 22=-32(F) 23= 32(F) 32) Reversal: 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: 1-15=-63, 7-15=-317, 8-14=-20 Horz: 1-14=-4, 7-8=-19 Concentrated Loads (lb) Vert: 10— 32(F) 4= 750 20=-32(F) 21— 32(F) 22=-32(F) 23= 32(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 MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not iaMASSsystem. Before use, the building designer must verify the ap l-Aicabitify of design parameters and properly incogxrate this design into The, overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Addillonal temporary and permanenl txactrlg MiTek` Prevent is always required for stabiilty 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 TfUSS Truss Type Qty Ply TAYLOR MORRISON 2197 T12638445 Master FT1 FLOOR 10 1 Job Reference optional) ouuuaia rnarouw anrya, Haim -y, nonaa sa000 0-1- 8 H 1 22 46 = 2 3 b4U S Aug 1 t, 2V1 / MI i eK inausines, Inc. Mon Uec U4 V/:32-6b 2U1 / rage 1 I D: T2wUamflhuuoab7VoDFgeEyD_wo-iipwrVzNhf4a3YNLm UknHyF2?ugl_oUek5eh26yCQiP 3x4 = 3x4 = 3x6 FP= 4 5 6 7 1-68 S U8 Scald = 1:36.9 3x6 = 5x6 = 8 9 10 11 22 0 21 3x6 = 3xl2 MT20HS FP = 3x6 = 3z8 = 5x8 = 2x4 II 5x8 = 21- 10- 8 21-10- 8 Plate Offsets( X,Y)-- 11:0-1-8,Edge),(12:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.33 14-15 >791 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.53 14-15 >489 240 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.10 12 n/a n/a BCDL 5. 0 Code FBC2014/TP12007 Matrix) Weight: 116lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc pudins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 12=1183/0-7-0, 18=1183/0-7-0 FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 12-21=-1182/0, 21-22— 1182/0, 11-22=-1182/0, 2-3=-2965/0, 3-4=-2965/0, 4-5=-4132/0, 5-6=-4132/0, 6-7=-4132/0, 7-8=- 3553/0, 8-9=-3553/0, 9-10=-1215/0, 10-11=-1215/0 BOT CHORD 17-18=0/1709, 16-17=0/3752, 15-16=0/3752, 14-15=0/4044, 13-14=0/2588 WEBS 2- 18=-2012/0, 2-17=0/1479, 4-17=-926/0, 4-15=0/448, 7-14=-579/0, 9-14=0/1136, 9-13=-1616/0, 11-13=0/1655 NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with Mtfek© connectors. This design is based only upon parameters showrl, and Is for an Individual I-Aiilding component. not d truss system. Before use, the building designer must verify the aplAicobility of design parameters and properly incorporate tits design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i WOW Is always required for stablllly and to prevent collapse with posslhle personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Cdferia, 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. Tanga, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638446 Master FT2 FLOOR 4 1 Job Reference (optional) omrunra rnswuur u, ra ya, rmm i Y, rums..- 0-1-8 HI 1 16 15 i.ovu s rug r norei c rage I D:T2wUamflhuuoab7VoDFgeEyD_wo-AuNl2r_?SzCRhiyYKCGOpgoEs103jMJnyIN FaYyCQiO 1-0-0 200 1-28 3x4 = 3x4 = 2 3 4 53x4 = 6 0 18 ScalA- = 1:24.9 3x4 = 7 8 3x4 =- 3x6 = 3x6 = 3x6 = Plate Ottsets (X,Y)-- 4:0-1-8,Edge) (5:0-1-8 Edge) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.11 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.15 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.37 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight:81 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=795/0-7-0, 14=801/0-7-0 FORCES. ( lb) - Max- Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1727/0, 3-4=-1727/0, 4-5=-1865/0, 5-6=-1740/0, 6-7=-1740/0 BOT CHORD 13-14=0/1099, 12-13=0/1 865,11-12=0/1865, 10-11=0/1865, 9-10=0/1119 WEBS 2-14= 1294/0, 2-13=0/740, 4-13= 468/53, 7-9=-1305/0, 7-10=01731, 5-10=-422/64 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MIlek6 connectors. [his design is based only upon parameters shown, and is for an individual building component, not -- g a truss system. Before use, the building designer must veiify tlx: appllcabtlity of design parameters and properly incorporate this design Into the overall i building design. &acing Indicated is to prevent Lwckling of individual truss web and/or chord members only. Additional tenlwrary and permanent bracing Welk` Is always required for statbilily 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, ser-ANS1/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 TAYLOR MORRISON 2197 T12638447 Master FT3 FLOOR t i Job Reference (optional) uunaers rirstaource, iampa, viam uny, "onoa &. bb 0-1-8 H 1 2-5-0 3x4 = 2 1.b4V S Hug I ZV1 / MI1 eH Inausmes, Inc. Mon uec V4 a/:3Z: SH Za1 / rage 7 I D:T2wUamflhu uoab7VoD Fqe EyD_wo-e5xgGB7 dDHK IJsXkuv nFMNLPIhLnSmaxBP7o6_yCQiN 1-0-00-0 200 0-10-8 0 7-8 at = 1:29.5 3x4 = 3x4 = 3x6 = 4x6 = 3 4 5 6 7 8 - 9 10 0 1P 3x4 = 3x6 = 3x8 = 3x6 = 4x6 = 14-3-0 14 3-8 17-7-0 14-3-0 0- -8 3-3-8 Plate Offsets (X Y)-- (4:0-1-8,Edgej, 15:0-1-8,Edge) 11 1:Edge,0-1 -81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) 0.11 15-16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) 0.15 15-16 999 240 BCLL 0.0 Rep Stress Incr YES W B 0.56 Horz(TL) 0.02 11 n/a rda BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 96lb 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 6-0-0 oc bracing. REACTIONS. All bearings 3-4-0 except Qt=length) 17=0-7-0. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-297(LC 3) Max Grav All reactions 250 lb or less at joint(s) 11 except 12=1383(LC 8), 12=1377(LC 1), 17=702(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1419/0, 3-4= 1419/0, 4-5=-1407/0, 5-6=-801/0, 6-7=-801/0, 7-8=0/857, 8-9=0/857 BOT CHORD 16-17=0/940, 15-16=0/1407, 14-15=0/1407, 13-14=0/1407, 12-13=-435/138 WEBS 2-17=-1107/0, 2-16=0/564, 5-13=-709/0, 6-13=-268/0, 7-13=011173, 7-12=-958/0, 9-12=- 880/0, 9-11 =-1 53/332 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 11. 4) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 101031201E 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 tn155 system. Before rrse, the brdldiog designer must verify the applicability of design rxuameleis arxi property incovporate. this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord rnemters only. Additional iernr:rorary 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/TPII Quality Criteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISO 22197 T12638448 Master FT4 FLOOR 6 1 Job Reference o 9tional CUlla8rs rirstJource. I ampa, riam Vny, rloroa as000 0-1-8 HI 250 1-4-0 180 I D:T2wUamflhuuoab7VoDFgeEyD_wo-e5xgGB?dDHKIJsXkuvnFMNLKI hl_SklxBP7o6_yCQiN i1-7-4 Scalia = 1:29.7 3x6 = 3x4 = 3x4 = 3x4 = 46 = 1 2 3 4 5 6 7 8 9 i 17 I s s fiG — 15 14 13 12 11 10 3x4 = 3x8 = 8-4-0 1-0-0 3x6 = 17-8-4 9-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.23 12-13 908 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) . 0.35 12-13 594 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) 5x8 = PLATES GRIP MT20 244/190 0 1P Weight: 95lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.l(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 10=959/Mechanical, 16=959/0-7-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-956/0, 2-3=-2221/0, 3-4=-2221/0, 4-5=-2636/0, 5-6=-2624/0, 6-7=-2624/0, 7-8=-1004/0, 8-9=-1004/0 BOT CHORD 15-16=0/1351, 14-15=0/2636, 13-14=0/2636, 12-13=0/2636, 11-12=0/2006 WEBS 2-16=-1591/0, 2-15=0/1024, 4-15=-779/0, 5-12=-368/239, 6-12=-319/0, 7-12=0/727, 7-1 1=-1 179/0, 9-11=0/1346 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1•7473 rev. 10/03,2015 BEFORE USE. y! Design valid for use only with MilekO connectors. This design Is based only upon paramelers shown, and is for an Individual Yxtliding component not - E a MISS system. Before use. theplbuildingdesignermustverifythe a:^Alcability of design parameters and properly incogwrate this design into the overall ®®® building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional tenpoiary and permanent bracing MiTek' Is always required for slatAlty 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, see-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 2197 T12638449 Master FT5 Floor 1 TTAYLORMO,, RRISON o tional 1—Is rns—u—, , mnpn, riaw "uy, n ova _. 0-1-8 H ID:T2wUamflhuuoab7VoDFgeEyD_wo-7HU3TXOF_aS9w06w-RclUuatdJ5pMBJ54Q3sMfQyCQiM 1-4-3 0ii--1 8iIScala = 1 :19.7 1.5x3 11 1.5x3 I 1.5x3 = 3x4 = 1.5x3 11 3x4 - 1.5x3 = 1 2 3 3x4 = 4 5 6 IT 3x6 = 3x6 3x6 = 7-" 11-2-11 7-6-0 3-8-11 3-0 Plate Offsets (X Y)-- 3 0-1-8 Edgel [9:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) 0.01 9-10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) 0.10 9-10 869 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 7 n/a rda BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 65 lb 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=345/0-4-0, 7=122/0-3-15, 8=754/0-4-0 Max Uplift7= 25(LC 3) Max Grav 10=349(LC 3), 7=180(LC 4), 8=754(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-298/0 BOT CHORD 9-10=0/382, 8-9=0/298 WEBS 2-10=-442/0, 5-8=-293/0, 3-8=-588/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 7. 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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1070"015 BEFORE USE. e Design valid for use only with MITekJ connectors. This design Is based only upon parameters shown, and is for an individual txrllding component, notlawalltrsssystern. Before rise, the building designer must verify the applicability of design Ixirameters and ixnix:dy incorl:xxate 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, SeeANSUTPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MORRISON 2197 T12636450 Master FT6 Floor 2 TAYLOR 1 Job Reference o tional buimers rirsioource, i ampa, nam wy.' mi -oo 0-1-8 H 1 2-5-0 1.5x3 II 1.5x3 = 3x4 = 1 2 1.5x3 3 ID:T2wUamflhuuoab7Vo6FgeEyD_wo-7HU3TX0F_aS9w06wRclUuatdx5mwBDG403sMfQyCQiM 30 = 4 Scale = 1:22.0 3x6 = 6 0 3x6 = 3x6 = 3x8 = 1.5x3 11 12-8-8 Plate Offsets (X Y) - f6.0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.36 Vert(LL) 0.05 8-9 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) 0.12 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 68 Ib FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=689/Mechanical, 10=682/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-680/0, 2-3= 1388/0, 3-4=-1388/0, 4-5=-953/0, 5-6= 953/0 BOT CHORD 9-10=0/93318-9=0/1364 WEBS 2-10=-1086/0, 2-9=0/536, 4-8= 484/0, 5-8=-283/0, 6-8=0/1115 NOTES- 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) CAUTION, Do not erect truss backwards. 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 in.iss system. Before use, the htrilding designer must verify the applicability of design parameters and properly incogxilate INS design into the overall ii building design. Bracing indicated is to prevent btickling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek` is always reciulied for stability and to prevent collapse with possithle 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 Plale Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T72638451 Master FT7 Floor 3 1 Job Reference o tional omweis rnsiouwcn, auya, rm„i Y, — - - -- — -- I D: T2wUamflhuuoab7VoD Fq FqeEyD_wo-bT2 RhtOtlua0YAg7? Kpj RoQpXV DAwnBEejcvBtyCQiL 0- 4-0 3x6 11 3x4 = 3x4 = 3x4 = 2- 5-0 ...i.54 1' 0 8— 112 4 I —I Scale = 1:11 .3 3x4 = 0- 4-0 3-11-12 n- A-n 3-7-12 8 1. 5x3 = Plate Offsets (X Y) - 14:0-1-8 Edge) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) 0.00 7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) 0.01 6-7 999 240 BCLL 0.0 Rep Stress Incr YES W B 0.10 HOrz(fL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 28lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc puriins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 5=184/0-4-0, 1=190/0-3-8 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) 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. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4) CAUTION, Do not erect truss backwards. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not aKISSsystem. Before use, the Wilding designer must verify the atxDlicability of design parameters and prohorly incorporale, this design into the overall building design. Bracing Indicated is to prevent twckling 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 property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job sTruss Type Qty Ply TAYLOR MORRISON 2197 T12638452 Master TT Floor 1 1 Job Reference o tonal Builders FirsiSource, Tampa, Plant City, Florida 33566 b4V a AUg i b zu1 / Mi ek inuuslrles, inc. Mvn Deu 04 0/.32.40 2017 rage I D: T2wUam flh uuoab7VoD FgeEyD_wo-bT2 Rht0tlua0YAg7?Kpj RoQm tV Bowm OEejcvBtyCQiL 0-1-8 4x6 II 3x6 II Fy--fl.54 11 2-5-0 0-8-4 0-4-0 Scale = 1 :11 .3 3x6 3-4-4 3-4-4 3r5-V 3- 6TA 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.00 5 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) 0.03 5-6 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 6=380/0-4-0, 4=394/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=0/606 BOT CHORD 5-6=0/299 WEBS 3-6=-337/0, 3-5=-66l/0 0dP PLATES GRIP MT20 2441190 Weight: 26lb FT=20%F, 11%E Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 3-5-12 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-6=-10, 1-4=-229(F= 129) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. f0113/2015 BEFORE USE. 11AS_ Design valid for use only with MiTekV 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 Ihis design into the overall only. Additional temporary and permanent bracing MiTek" building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereeflon and bracing of trusses and tri ss 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 TAYLOR MORRISON 2197 T12639453 Master FT9 Floor 2 1 Job Reference (optional) Builders F ust5ource, Tampa, 0-1-8 I" -_ 1.5x3 II 1 a rlant ary, Flonaa ss5ee 2-5-0 2 3x4 = Deu s Huy io cull mn en muusiies,ua-. nv - r c —" r yv, I D:T2wUamflhuuoab7VoDFgeEyD_wo-bT2RhtOtluaOYAg7?KpjRoQoBV9NwluEejcvBtyCQiL 1.Sx3 3 3x4 = 4 o- Scale = 1:14.4 3x6 = 3x4 = 9 1.5x3 = 7-6-0 7-6-0 Plate Offsets (X Y)-- 4:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(TL) -0.10 6-7 >900 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 43lb 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) 5=393/0-4-0, 7=393/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-9=-391/0, 4-9=-391/0, 2-3=-445/0, 3-4=-445/0 BOT CHORD 6-7=0/454 WEBS 2-7=-526/0,4-6=0/527 NOTES- 1) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) 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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual Wilding component, not - ] a ITUSS system. Before rise, the Ixtilding designer must verify the apiNicability of design parameters and properly Incorporate this design into the overall ®®® building design. Bracing indicated Is to prevent trickling of individual truss web and/or chord mernbers 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 fabrlcallon, storage, delivery, erecilon and bracing of trusses and truss systems, ser-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply= JobReference SON 2197 T12638454 Master FTt 0 FLOOR 6 optional 0-1-8 I D:T2wU amflhuuoab7VoD Fqe EyD_wo-iipwrVzNhf4a3YN Lm U knHyF3Muj i_wSe k5eh26yCQiP 3x4 = 1.5x3 11 1.50 11 2 3 4 3x4 = 5 2-4-4 cat. = 1:20.6 I a o- 6 LO p. 3x4 = s 8 7 3x4 = JX4 4-11-0 5-11-0 6-11-0 11-11-4 4-11-0 1-0-0 1-0-0 5-0.4 Plate Offsets (X Y)-- 8.0-1-8 Edpel 19:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(ILL) -0.14 7-8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.23 7-8 >604 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 61 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) 10=643/0-7-0, 7=643/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1210/0, 3-4=-1210/0, 4-5=-1210/0 BOT CHORD 9-10=0/84018-9=0/1210, 7-8=0/825 WEBS 2-10=-990/0, 2-9=0/529, 5-8=0/521, 5-7=-979/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MB-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 txillding component, not a tnrss system. Before use, the building designer must verify the applicability of design parameteis and iropedy incogwrate Ihis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek" is always required (or stability and to prevent collapse with posslNe 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 avallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638455 Master FT11 FLOOR 5 1 Job Reference (optional) M 07:32:37 2117 Pane 1cuiiaersririSourc, arnpe. Piaui 0 iy. riu,iun 33S66 ,.,,,,. ,,,.y ,,, ,,,, ,..,,... ..,,,. ...... __.. ._e_. I D:T2wUamflhuuoab7VoDFgeEyD_wo-AuNl2r_?SzCRhiyYKCGOp9oJilCjjR2nyINFaYyCQiO 0-1-8 3x4 = t-6-12 T-tLSx Scale = 1:11.4 6 1 .5x3 = 1.5x3 = 5 3x4 = 1.5x3 I 1-11-4 1-11-4 Plate Offsets (X Y)-- f2:0-1-8 Eddel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) 0.00 4 "' 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) Q00 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 14 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purfins, 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) 3=93/Mechanical, 4=93/0-7-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 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. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,1I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekJ connectors. This design is based only upon parameters shown, and is for an individual building component not a to us5 systern. Before use, tite building designer n1uSl verify the of design ixuameters and properly incorporate this deskJn 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, dellveiy, erection and bracing of trusses and truss systems, seeANSt/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply MORRISON 2197 T72633466 Master FTGE1 GABLE 1 1 TAYIOR Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:41 2017 Page 1 ID:T2wUamflhuuoab7VoDFgeEyD_wo-3fcpuD1 W W CitAJFJZI Kyz?zObvZpfFUNtNLSjJyCQiK ON8 0u8 Scale = 1:25.1 3x4 — 1 2 3 4 5 6 7 8 9 10 11 12 T I 26 27 0ro 2 11 24 23 22 21 20 19 18 17 16 15 14 13 3x4 = 3x4 1-4-0 4-0-0 5-4-0-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-10-8 1 1-4-0 1-4-0 9 -4-0 1-4-0 1-4-0 1-4-0 9 -4-0 1-4-0 1-0-0 1-4-0 1-6-8 Plate Offsets (X Y)-- 112 0-1-8 Edge) (14 0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Veri(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B O.04 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 74lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-10-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 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 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. o WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(-) connectors. This design is based only upon parameters shown, and is for an individual building component, not "- a mFILMsyste. Before. use, the building deskgrter MUST verify the applicability of design parametes and properly incoiporate this design into file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardiro 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 2197 T12638457 Master FTGE2 Floor Supported Gable 1 1 TAYLORMORRISON Job Reference o tional tswiaers rirstsource, i ampa, viam cny, rionaa atsobb 1 8 2 7 3-5-12 3-5-12 1-u 5 Hu9 10 LU 1 / mi eK mausuies, mc. mon sec uv u/.o rage ID:T2wUamflhuuoab7VoDFgeEyD_wo-3fcpuDl W WCitAJFJZI Kyz?zOjvZpfFW NtNLSjJyCOiK 3 4 6 5 Scale = 1:11 .3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 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 5 n/a n/a. BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 19 lb 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) OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 3-5-12. lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 7, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design Is based only upon paramelers shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design rarameters and properly fi cogxrate this design into the overall building design. Bracing indicated is to prevent truckling of Individual truss web and/or chord members only. Additional iernpxxary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638456 Master FTGE3 GABLE 1 1 Job Reference (optional) Sunders rirstsource, lampa, ream cny, rionoa saheb OH8 1 2 3 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:42 2017 Page 1 I D:T2wU amflhuuoab7V oD Fqe EyD_wo-XsAB5Z28H V qj nTq V 7lrB W D V BdJv4OioX6150FlyCQiJ Scale = 1:19.3 5 6 7 8 9 10 22 21 I I I I 20 19 18 17 16 15 - -- 14 13 12 11 0 ro 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-9 10-8-0 11-9-0 1-4-0 1-4-0 1.4-0 1-4-0 1-4-0 t -4-0 1-4-0 1-4-0 i -1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vett(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Verf(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n6 BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 57 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 11-9-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 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 MilekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before rise, the ixdiding designer must verify The applicability of design Ixtramelers and Ixoperly incorporate this. design into the overall building design. Bracing Indicated is to prevent txrckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' Is always required for stabillty and to prevent collapse with possible personal Inluy 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 TfUSS Truss Type Qty Ply TAYLOR MORRISON 2197 T12636459 Master FTGE4 GABLE 1 1 Job Reference (optional) csmiaers rirst>ource, i ampa, riani cny, "onaa ssobb 1 3x4 6 1.5x3 = 1 .5x3 = 5 4 1.5x3 11 1-11-4 r.ovus Aug to zu I/ mi IeK Inouslnes, Inc. Mon ueeV ut:o4 ZGV / rage, I D:T2wUamflhuuoab7V oD FgeEyD_wo-XsAB5Z28HVgjnTgV7lrB W DV 9SJvuOi HX6150FlyCQiJ 21.5x3 II 3 3x4 = Scale = 1:11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(ILL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 14 lb FT = 20% F, 11 % E LUMBER- BRACING - TOP CHORD 2X4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=93/1-11-4, 3=93/1-11-4 FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 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. WARNING - Verify 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 MITek0 connectors. This design is based only upon parameters shown, and is for an individual tDullding component, not a buss system. Before use. the Iwilding designer must verity the applicalAity of design parameters and properly incorrxxato this design Into the overall building design. Bracing Indicated is to prevent Nickling 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 trust 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 TAYLOR MORRISON 2197 T12638460 Master FTGR Floor Girder 1 1 Job Reference o tional Buiiders FlrslSource. Tampa, P iam City, Florida 33b6b /.b4V s Aug 1 b 2ul / Mi ex Industries. Inc.Mon Dec 04 07 32:42 20l / rage l I D:T2wUamflhuuoab7V oD FgeEyD_wo-XsAB5Z28HVgj nTgV7lrB W DVOCJvrOiHX615OFlyCQiJ i 1-7-0 3x4 _ 1 1 .5x3 2 Scale = 1 :11.4 4 3x4 = 1.5x3 II 1-10-0 1-10-0 9T Plate Offsets (X Y)-- 2:0-1-8 Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.00 4 ., 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 3-4 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0,00 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 13lb FT=20%F,11%E LUMBER - TOP CHORD 2x4 SP No.1(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 3=378/Mechanical, 4=378/0-6-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-369/0, 2-3=-369/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- NOTES- 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-4=-10, 1-2=-432 WARNING - Verily 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 MITekO connectors. This design is based only upon parameters shown, and is for an Individual tuilding component. not ,- a ln.uss system. Before use, the buildii xg designr meust verify the alXAaprpx icatAily of designparametersndoerlyincor4xatethisdesigninlo the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe (' is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, ser-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638461 Master FTGR1 Floor Girder 1 1 Job Reference (optional) tsui[aers trrsitource, I ampa, Ylam u ry, hlonaa 33bbb /.b4u s Aug 1 b Zul / MI I eK inaastnes, Inc. Mon uec u4 ut 3z:4J Zu1 i rage 1 I D:T2wU amfihuuoab7V oD Fqe EyD_wo-72kZJ u3m 2pyaPd P hgSN Q3Q2BriOx7zW gLhgZoCyCQi I 2-5-0 1-1-8 2-0-0 i 1-6-0 4x6 = 1.5x3 11 3x4 = - 3x4 = 1.5x3 11 2 3 4 5 6 Scale = 1:30.3 3x4 = THA426 THA426 3x6 FP— 1.5x3 II 6x8 = 7 8 19 9 20 10 0ao 3x6 = 3x6 FP= 5x8 = 1.5z3 11 1.5x3 11 3x6 = 6x8 = 3x4 11 6-4.0 1-0-0 1-0-0 1 9-3-0 Plate Offsets (X Y)-- 4:0-1-8 Edgej j5:0-1-8,Edgej 110:0-1-8,Edgej, (11:Edge,0-1-8j (12:0-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.33 13-14 >644 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.50 13-14 >420 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 94lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-12: 2x4 SP No.2(flat) REACTIONS. (lb/size) 11=1989/Mechanical, 18=1109/0-6-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11= 1980/0, 2-3=-2684/0, 3-4=-2684/0, 4-5=-3347/0, 5-6=-3669/0, 6-7=-3669/0, 7-8=-1979/0, 8-19=-1979/0, 9-19= 1979/0, 9-20=-1979/0, 10-20=-1979/0 BOT CHORD 17-18=0/1592, 16-17=0/1592, 15-16=0/3347, 14-15=0/3347, 13-14=0/3347, 12-13=0/3326 WEBS 4-15=0/413, 5-14=-277/0, 2-18=-1875/0, 2-16=0/1285, 4-16= 1251/0, 5-13=0/623, 6-13=-312/0, 7-13=0/403, 7-12=-1587/0, 9-12=-1 01 7/0,10-12=0/2727 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girders) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Use Simpson Strong -Tie THA426 (Single Chord Girder) or equivalent spaced at 2-0-0 oc max. starting at 14-3-12 from the left end to 16-3-12 to connect truss(es) to back face of top chord. 6) Fill all nail holes where hanger is in contact with lumber. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 19=-589(B) 20=-589(B) 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 MlTekA connectors. This design Is based only upon parameters shown, and Is for an individual building component. not "- - - a Inrss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/of chord members only. Additional temporary and permanent bracing - f V pi f iTek• Is always required for stability and to prevent collapse with possible personal injury and propeity 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 Sheel. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job TrUSS Truss Type Qty Ply TAYLOR MORRISON 2197 T12639462 Master FTGR2 Floor Girder 1 1 I Job Reference (optional) nuiraers rirstaource, i ampa, runt ury, rioriaa sabbb 7 8 3x4 = 2 9 b4u s Aug lb Zu1 / mi I eK Inauslrles, inc. Mon Uec u ul:3Z:43 eul t rage t I D:T2wU amflhuuoab7V oD Fqe EyD_wo-?2kZJ u3m 2pyaPd PhgSN Q3Q2D2iAe74FgLhgZoCyCQi I i 1-7-8 1.5x3 11 3 3x4 = 4 3x4 = 1.5x3 11 Scale = 1:13.1 Plate Offsets (X Y)-- 14:0-1-5 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.01 6-7 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) 0.09 6-7 848 240 BCLL 0.0 Rep Stress Incr NO W B 0.34 Horz(TL) 0.01 5 n/a rda BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 36lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=485/0-6-0, 7=863/0-4-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-484/0, 4-5=-488/0, 2-9=-572/0, 3-9=-572/0, 3-4=-572/0 BOT CHORD 6-7=0/688 WEBS 2-7=-775/0, 3-6=-313/0, 4-6=0/711 NOTES- 1) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5-7=-10, 1-4= 100 Concentrated Loads (lb) Vert: 1=-329 3=-90 8=-101 9=-90 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a fn.rss system. Before use, the building designer must verify the ap licahility of design parameters alai protxriy inaxlxxato this design info the overall ®®® building design. Bracing Indicated is to prevent txickling of Individual truss web and/or chord members only. Additional teml:Norary and permalent bracing Mi%k' is always required for statoilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2197 T12638463 Master HJ5 Diagonal Hip Girder 2 1 TAYLORMORRISON Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07:32:44 2017 Page 1 I0:oSEJ?BL97YMBVkp6gZRKIdyD41e-TElyW E3Op74R1 n_uEAufbeaO?6ScscnpZKa7KeyCQiH 1-5-0 7-0-2 1-5-0 7-0-2 Scale = 1:16.9 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.09 2-4 >924 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.23 2-4 >351 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=157/Mechanical, 2=313/0-5-5, 4=74/Mechanical Max Horz 2=135(LC 22) Max Uplift3=- 1 05(LC 8), 2=-95(LC 4) Max Grav3=157(LC 1), 2=313(LC 1), 4=120(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 95 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) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=42(F=21, B=21) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mi1ek@) connectors. This design is based only upon parameters shown, and is for an Individual building component, not a Mrss system. Before use, line, bruilding designer must verily the applicability of design parameters and properly Incoiporate this design Into the overall Bracing indicated is to L-mcking bracingindividualtrusswwet> and/or chord mernbers only. Additional temporary and permanentWelk' building design. prevent of is always required for stalb4 ity and to prevent collapse with possible personal injury and property damage. for general guidance regarding the IYi elk' 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and IRMS systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavallablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T72638464 Master HJ6 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 i.ovu s Auy 16 2017 Wh i- -„ i- , m,.,... 4 aga I D:oSEJ?8L97YMBVkp6gZRKIdyD4le-xRsKka40ZQCIexZ4otPu8r7W MW mEb31 zo_Jgs4yCQiG 1-5.0 4-5-2 8-5-1 1-5-0 4-5-2 4-0-0 Scale = 1 :20.3 3x4 = NAILED NAILED NAILED 8-5-1 Plate Offsets (X Y)-- 12:0-0-13 Edgej LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Verl(LL) 0.19 2-4 513 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.51 2-4 188 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 28 ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 REACTIONS. (lb/size) 3=269/Mechanical, 2=387/0-10-15, 4=128/Mechanical Max Horz2=157(LC 4) Max Uplift3=-223(LC 8), 2=-120(LC 4) Max Grav3=269(LC 1), 2=387(LC 1), 4=212(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 puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 3 and 120 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) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=42(F=21, 13=21) 7=-96(F=-48, B=-48) 10= 41(F=-21, B=-21) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ M Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not SLAE1 a tn.n system. Before: use, the building designer must verify the applicabillly of design rx-irameters and properly incogxxate this design into the overfill i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabilcation, 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 avatiable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORR18ON 2197 T12638465 Master HJ7 Diagonal Hip Girder 3 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 /.64V s Aug i 6 20i f MI eK Industries, Inc. Mo uec 04 vr.oe.vo 2017 rage 1 ID:oSEJ?8Lg7YMBV kp6gZRKIdyD41e-xRsKka4OZQC IeXZ4otPu8r7d7W gGb1 Ezo_Jgs4yCQiG 1-5-0 7-0-0 9-10-t 1-5-0 7-0-0 2-10-1 2 LX4 3x4 = NAILED NAILED NAILED NAILED 7-0-0 7-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.06 2-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.14 2-7 783 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=12/Mechanical, 2=445/0-5-5, 6=427/Mechanical Max Horz2=178(LC 4) Max Uplift4=-42(LC 22), 2=-136(LC 4), 6=-174(LC 8) Max Grav4=24(LC 18), 2=445(LC 1), 6=427(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-529/120, 8-9=-481/138, 3-9=-468/130 BOT CHORD 2-10=-190/451, 10-11=-190/451, 7-11= 190/451, 6-7=-190/451 WEBS 3-7=0/326, 3-6=-622/262 Scale = 1:23.6 PLATES GRIP MT20 244/190 Weight: 41lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 4, 136 lb uplift at joint 2 and 174 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) "NAILED" indicates 3-10d (0.148"xX) or 2-12d (0.148' x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 7=-39(F=-19, B=-19) 3=-89(F=-45, B=-45) 8=42(F=21, B=21) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mll-7473 rev. 1 "3J2015 BEFORE USE. Design valid for use only with Mltek15 connectors. This design is based only upon parameters shown, and is for an Individual Ixrliding component not - a truss system. Before use, the lArtiding designer must verify the applicability of design parameters and properly incorporate this design into the overall ®®® building design. Bracing indicated is to prevent txuckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 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 TAYLOR MORRISON 2197 T12638466 Master HJ7T Diagonal Hip Girder 2 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 5 Hug 16 2017 MT.k ind.si , ,r, _c age I D:oSEJ78L97YMBVkp6gZRKIdyD41 e-PdPixw5eKkK9G58GMbw7g3gjzw3W KTr61 e3DO W yCQi F 5_0 3-2.2 7-0-0 9-10-1 1-5-0 1 3-2-2 3-9-14 2-10-1 2 3x4 2x4 11 NAILED 3 2 2 _. 3 9 14 1 2-10-1 Ia0 Scale = 1:24.7 00 LOADING (psi) SPACING- 2-0-0 CSI. DEF'L. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.31 3-8 >370 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.55 3-8 >208 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.23 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 40 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. 3-9: 2x4 SP No.3, 3-6: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=14/Mechanical, 2=472/0-5-5, 6=436/Mechanical Max Horz2=178(LC 4) Max Uplift5=-52(LC 22), 2=-162(LC 4), 6=-182(LC 8) Max Grav5=26(LC 18), 2=472(LC 1), 6=436(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-885/318, 4-11= 862/329 BOT CHORD 3-13=-395/843, 8-13= 395/841, 7-8=-396/845 WEBS 4-8=-110/374, 4-7=-988/464 NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi 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 52 lb uplift at joint 5, 162 lb uplift at joint 2 and 182 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) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 2-9=-20, 3-6=-20 Concentrated Loads (lb) Vert: 8=-81(F=-40, B=-40) 4=-52(F=-26, B=-26) 10=42(F=21, B=21) 11=-3(F=-2, B= 2) 13=-32(F=-16, B=-16) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. EL Design valid for use only with Mi7ek connectors. this design Is based only upon parameters shown, and is for an Individual Iwllding component, not a truss system. Before:. use, the Ixdlding designer must verity the applicability of design parameters and properly incorporate this design into 11 i overall Bracing Indicated is to Ixtckling of Individual truss web and/or chord mei nbers only. Additional temporary and permanent bracing MiTek' building design. prevent is required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thealways fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply TAYLOR MORRISON 2197 T12636467 Master M Monopitch B i Job Reference 0 tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.-0 s rug io 20 i r Mi en i-f—ki—, I—. h4— I D:oS EJ?8L97YMBVkp6gZRKIdyD41e-upz49G6G52TOu EjTvl RMDGCw5KR03xxGF IonxzyCOiE 1-0-0 6-0-3 10-0-0 1-0-0 6_0-3 3-11-13 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 TCDL 7.0 Lumber DOL 1.25 BC 0.73 BCLL 0.0 Rep Stress Incr YES WB 0.17 BCDL 10.0 Code FBC20141FP12007 Matrix) Scale = 1:19.1 3x4 = 4x6 = 4 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.20 2-5 >563 240 MT20 244/190 Verl(TL) -0.52 2-5 >218 180 Horz(TL) -0.01 7 n/a rVa Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=430/0-8-0, 7=325/0-3-0 Max Horz 2=103(LC 8) Max Uplift2=-172(LC 8), 7=-11O(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-602/366, 3-8— 540/372, 5-6=-122/277, 4-6=-122/277 BOT CHORD 2-5= 419/559 WEBS 3-5=-508/466, 4-7=-330/178 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 8-10-3 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf 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) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 2 and 110 lb uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 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 syslenr. Before use. the building designer must verify the cipplicabBity of design ixurameteis and properly incor xxate this design 100 the Overall q building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabiicallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12638468 Master M2 Monopitch 5 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Dec 04 07 32:47 2017 Page 1 I D:T2wU amflhuuoab7VoD Fqe EyD_wo-upz49G6G52TOu EjTv I RMDGC2zKcw3zXG FlonxzyCQi E 2-0-0 - 1-0-0 2-0-0 Scale = 1:9.6 2x4 =. 2x4 11 2-0-0 2-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 HO¢(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9lb FT =20°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=139/0-8-0, 4=46/Mechanical Max Horz2=56(LC 9) Max Uplift2=-52(LC 12), 4=-16(LC 9) Max Grav2=139(LC 1), 4=47(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.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 ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2 and 16 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE.Ed Design valid for use only with MITek connectors. Tilts design Is based only upon parameters shown, and is for an Individual building component, not - L3 a lnrss system. Before use, tl'te buildirxg designer mrisi verify file alI Iicablify of design lx]ranleters and piopedy Incorl:xxate this design into the overall ii building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. sec-ANSI/TPI I Quality Criteria, OSB-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 2197 T12638469 Master MGR Monopitch Girder 1 1 TAYLOR_90_RRISON Job Reference (optional) Builders FirstSource, Tampa, Plant City, Flonda 33566 n y i6 cv r mi,—mu—Items, -. . f, ..,6C .. agG I D:oSEJ?8L97YMBVkp6gZRKIdyD41 e-MOXSMc7vsLbtVOIfT?ybm U 13EjoQoQm P UyYKT PyCQiD 7-0-0 3x6 O 5x6 11 7-" Scale = 1:22.4 Plate Offsets (X Y) 3 Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.15 1-3 542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) 0.34 1-3 237 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=1140/0-4-0, 3=928/Mechanical Max Horz 1=167(LC 5) Max Upliftl=-295(LC 8), 3=-273(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 8-7-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; 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 295 lb uplift at joint 1 and 273 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Use Simpson Strong -Tie LUS26 (4-1 Od Girder, 3-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 5-0-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (Ib) Vert: 4=-525(B) 5=-524(B) 6=-524(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, notMWECltrusssystem. Before uso, the Ixtllding designer InUst verify the applicability of design parameters and properly incogxxate this design into file overallAdditionaltemporaryandpermanent bracing WOWbuildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the tabricatlon, storage, delivery, erection and bracing of busses and truss systems, seeANSUTPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from ituss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12636470 Master MGR1 Monopitch Girder 1 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7-0-0 7.640 s Aug o 2017 no i — oInc. ,c. w,or, .,ems .., .. , , aye . I D:oSEJ?8L97YMBV kp6gZRKIdyD41 e-MOXSMc7vsLbtV OIfT?ybm U I31 jlhoE5P UyYKT PyCQi D 5x6 i 2 3x6 = ----- L. US26 3. 4 ll 3- 11-4 Scale = 1:23.4 Plate Offsets (X Y) 12 0 2-11 0-2-8] f4:0-3-5 0-0-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.03 1-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.08 1-4 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 39lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 1 =1 243/0-8-0, 3=1 581 /Mechanical Max Harz 1=167(LC 5) Max Upliftl=-311(LC 8), 3=-431(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown - TOP CHORD 1-2=-1765/420, 2-3=-958/307 BOT CHORD 1-5=-388/1490, 4-5= 388/1490 WEBS 2-4=-538/2129 Structural wood sheathing directly applied or 3-3-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 1 and 431 lb uplift at joint 3. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Use Simpson Strong -Tie LUS26 (4-1 Od Girder, 3-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 5=-780(F) 6=-780(F) 7=-782(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MITek(Dconneclors. this design is based only upon paramelers shown, and is for an individual building component, not a truss system. Before use, 11're building designer must verify the ar:rplicalf-Alty of design rximineters and prope ly incot ?orate this design into file overall building design. Bracing indicated is le 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 personalinjury and property damage. For general guidance regardirm 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 6904 P, rk 33610 East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T72638471 Master MGR2 Monolarch Girder 1 1 Job Reference (optional) o e1 Builders FirstSource, Tampa, Plant City, Honda 33666 R I D:oS EJ?8 L97YM BVkp6gZR KIdyD41e-gC5rZy7Xdfj k7Ysr 1 jTq I hI Ae79AXtOZjcH u? ryCQiC 7-0-0 3x6 — 4x6 11 7-0-0 7-0-0 Scale = 1:22.4 Plate Ottsets (X Y)-- 3:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.15 1-3 535 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0-62 Vert(TL) 0.31 1-3 262 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight:331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing. REACTIONS. (lb/size) 1=852/0-4-0, 3=833/Mechanical Max Horz 1=167(LC 5) Max Upliftl= 277(LC 8), 3=-283(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 1 and 283 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Use Simpson Strong -Tie LUS26 (4-1 Old Girder, 3-1 Old Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 3-0-12 from the left end to 5-0-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 74 lb up at 1-1-1 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vera: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 4=-168 5=-623(B) 6=-400(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ve Design valid for use only with MITekV connectors. This design is based only upon parameters shown, and Is for an individual building componenl, notatrusssystem. Before use, the building desk3rner mast verify fiw applicabiiily of design parameters and properly incorporate flits design into the overallbuildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord rnembers only. Additional temporary and permanent bracing MiTek` IS always required for stal-ility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the East Blvd. fabrication, storage, delivery, erecfion and bracing of trusses and truss systerns, seeANSV6904 Parke TPIIQualityCriteria, DSB-89 and SCSI Building Component Tampa, Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply TAYLOR MORRISON 2197 T12636472 Master SH5 Half Hip Girder 1 1 Job Reference (optional) Builders FI1StSource, Tampa, Plant City, Florida 33566 7.b411 s Aug 16 2017 Mi r ex industries, Inc. Mon Dec 04 07.32.49 2017 raye I D: oS EJ?8L97YMBV kp6gZRKIdyD41 e-qC5 rZy7Xdfj k7Ysrl jTq Ih IJc75sXo0ZjcH u? ryC QiC t-0-0 6-0-0 7-11-4 8-8-0 1-0-0 6-0-0 1-11-4 0-8-12 2 Special NAILED 4x6 = 3x4 = Special 3x6 5 3x4 = NAILED 8-8-0 Scale = 1:23.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(ILL) 0.04 2-7 999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.83 Vert(TL) 0.09 2-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 CodeFBC2014/fP12007 Matrix) Weight: 40lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=503/0-8-0, 5=707/0-8-0 Max Horz 2=161(LC 20) Max Uplift2=-180(LC 8), 5=-304(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-584/204, 3-4= 436/215, 4-6=-880/418 ROT CHORD 2-7=-216/448 WEBS 3-7=-265/323, 4-7=-347/842 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=141mph (3-second gust) Vasd=109mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ;'end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 2 and 304 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) "NAILED" indicates 3-1 Od (0.148"xX) or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 360 lb up at 6-0-0 on top chord, and 227 lb down at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-281(F) 6=-39(F) 7=-136(F) 4=-120(F) 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 MuekV connectors. this design is based only upon parameters shown, and is for an individual building component, nor a runs system. Before use, the building designer roust verify the OpPlicability of design parameters arid 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 lemporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314, Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0-71d' For 4 x 2 orientation, locate plates 0-'/16' 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 width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated, Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing, BCSI Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ff-in-sixteenths Drawings not to scale) l 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, 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 Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11 Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17 Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of 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. 0 I0 FTGE: i FT1C 0% FT1C FT1C FT1C FT1C L SEE ROOF j— PON STAIF1r1- I 1I I I I I I 1 1 1 1 1 1 1 1 LL LL 24'O.C. 10'-4' 8'-0' 22'-0' 30'-0' 15'-0' 15'-0' E1 R1 0 U ri v fU Y-FGR2 — v N a t k k t_0 RECORD COPY3) 3 3 WW 3 3) o M Ilk MA 1® 1. 1 TIPYCAL CQiNER SET WITH DUAL PITCH LDING of SANFORD OF"ARTr1 17-3732 JOBUILDERSFIRSTSOURCE ALL DIMENSIONS, TRUSS SPANS, AND PROFILES ALL WALLS/BEAMS SHOWN INTERIOR OR EXTERIGR ARE LOAD HEARING. THIS PLACEMENT PLAN AND/OR TRUSS DETAILS NEED TO BE REVIEWED BY FRAMING, PLUMBING, ELECTRICAL AND MECHANICAL CONTRACTORS. NOTIFY US PLEASE rAlZ TDIE To N OTFIpF Y us 1!a®iATELr ANY FOLD FM TIE PROBLOLµy ABpw°ir s S rmNs NOT APPId]VFD HY IAIILDERS FfRsrwuRci NAY VOm WaataNrns DRAWN BY, L, DATE12/03/17 COMPANY TAYL R M KRIS N 0 CONTAINED IN THIS PLACEMENT PLAN MUST BE REVISEDBy, VERIFIED PRIOR TO TRUSS FABRICATION. MODEL / ELEVATION B CA GRANDE/2197TR 1802 INDUSTRIAL PARR DR PLANT C1TY. FL 33568 PHONE: 819-759-5922 / FAX 813-752-1532 IMMEDIATELY IF ANY CHANGES IN PLACEMENT AND OR DESIGN ARE NEEDED. DO NOT CUT TRUSSESI THE BUILD- ER OR ERECTMN CONTRACTOR IS RESPONSIBLE FOR PROPER WOOD TRUSS HANDLING AND TEMPORARY/PER- MANENT BRACING. SEE H.I.B. 91 ATTACHED. L TI T B 160 T.C. 0 ANY tNAR s TW+r TTm FDR PAYIQIT Arm l CREDIT REGARDLESS [F REASRI VD1 NOT BE ACCEPTED ll4£SS PREVI[USSLY AUTt BY BULLDExs FDiSTSmItLF APPROVED BY- PITCH nAToimo XG asa7 B.C. PITCH nATTUMWFLATOMI DIG PgaLEM 37 Pgpt) OVERWIND vA11 ii BEARING 4' & 8' n. eo aim an Bvatima DATE Ia/na/n SCALE I/a' = I•-n- CONV.FRAMING BY BLDR. VALLEY FRAMING PACKAGE 10-0-0 PT HT 20-4-12 PT HT A/C CHASE LOCATION Product Approval Specification Form Permit # # 1 7 - 3 Project Location Address 732 G492RedRoseLn. Lot 160 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.06-R2 Sectional Windsor Garage Doors Sectional Ext. Door single & Dbl FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-115 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 Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 DRYUUUAPPED IFB9 PD CAP CO" V AID BA•'E RWm 75ff C0. CORER yJE Y:T! BEAD DETALI l A 47' 47 R DMA.. LN LLU SELN 0U'PDD vF-li ED Cgk-R5 CMR BEAD PLAN VIEW S1Ut V1tW DINING ROOM COLUMN DETAIL Spas N=s DINING ROOM COL. W-4-': VA. , T-6. TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS M MAN, 20' 1 21' 1 31' 1 53- WINDOW C-ALL-0UTS Q 5H V2 32 54 22 514 32 54i726' E 39' 4 13 54 10 3354 23 5H 33 SH N SH V2 34 54 74 5H 34 59 51' p 3 6 SH lQ 35 54 25 SW 35 SN z63' 8 16 514 V2 36 514 76 $H 36514 12- 3 G. C. VERIFY MASCkW CMW 5 FOR ALL WNDCW6, w WNDOB W ES AND 26TALLATIGN rAY VARY PER MAMFACTURE SPECIFICATIONS. Z F REER TO FLOOR PLANS FOR STYLE OF O.M USED ( SWE RM-SH- CAMriNT- 051T• OR FI)ZD UAW FW t # ALL E Y ESCJN'F U"f€" PERFOPD,Y6ZP 5T CCTRTYW ) PERFBLR - 5M DBYN fePA41 OPT. sto 75 ALR MCN ecv, Fm DEP. r-0I'' OLSPC a 5TO51PER 5TD. FA% BASE CASYETBADCTG N' CR YNl CALI. TOP 5UAF: V' . r-0' LOULAU WLLSATRV} k?F5ETOO _ _ n DINING ROOM COL. TMAIN FLOOR STRUCTURAL LEGEND KO. BLOMFLIED uU SSA MAS' F' RE-E'WMEO COMTE LIM FllID FSCU 5 BAi KO TLOIXFUW 7KU 5 BAR COLT. OVER com TLOCK CORE O RF PRE- DCOUPED C04DIVE UCEL LWO5 BAR CRITED SOLD. U] - a- me-mrEIED Cockm LNRL O 5' LKE.5 BWLL 5E FLIEO. baOt R'KD. BLOOLfLLLD AtD jE7EO, vu S BA.R OO& fi 2.45r6M NALD TOWc ER L'OJ W45 AT W OC, TD 'I PI 70TN! BOTTOAi[ LAIN NSPPSO7 Nis a Q _ PRNOE fti a4 snO5 NALD 10C<-M1ERW EN V0 AT 5' OC A5 EACN LATER B AIRED, nD 70 TE 2OfIO'i PATE VTN Ol SNPYAi ws am O- PRT'CE 7-P.77rB 55TP BEAM V LT 0% FLDOI PLATE MCRED TO DOJSLS LOC. STLCA AT EKN £D YM N S`PSOI FQS CLIP. DE JACK-SMM. 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At PW CZTCJ AT WO) UrH (4101%.3 W'MU At EA 6W rH W X N40 P S: VIPERS ARE %F ORIED N TAS WT, LSJ LAYERS ATE TV EOL'ED AT TE DC" ALL 57RiZ" WF.Y 'G FETE A FLAT WFAE NALL IMOXE A7 A h4 FOOT (TO SF PT AT COOJ AT[A-FO7 TO FLO:R AT COC, VVDIA. 3' TAFC05 Al R'OL. AT LJXO ATTACH 0 ETV x 3 VA'W-$ AT a' OC TO TFdEb)O5.(M OLLVOY BELO A7A.H SrRX." 70 FOOT WEN(2) 0131, 3 17' FOWLSEA LA,CW,6 NALL BE DAT AS FOLLOW& C,57570 BE h5 R STP. TSK AT b' OC F LADW. TY.ID-cS SMaR SIFFYRT K A BEAT CCW )ZAl0,BEA1'- 'L BE hR S STIR M 2-b4 SPPIORT SRD5 A7 EA01 M. F LdOME 5J'KRED BT A CERAL. IFINCE A 1# DO JOST O (3)Rlr.310' S. ETRD Al AT EACH LA`DL'Y W7, Aro 0) OW F 3 N'IO ML5 IF01 E"JV57 TO K•FBAL TOP PLATE IFDXM TO BE 70 WTR WCS.3V'ML5 AT EACH PA555003 GSRVATUATAOA•ENI Y'OC-MAX W'. Y iAKM AT S. OC, STkaRED AT 1960ATCOOF TE ArIAC4W.. 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ERGEPT A5 FOTEN ASOICAEYO W, 4.) r-r NLOAD BEAi1G U4165XA'Lff 2• ftT7b R 5Tp V Vr'OS3 ILITOA RATE• 41DKfED TO DO91E JACKSTDS 47 EAo1 Do LIN N"," LS1A4 STRAP_ TE JACK -SIDS R T^ MIST 5E TV r0 TIE WTrOI RATE VIA ITT 5EP5OA His CLPS PFVAOE TF7FtlRAW S40RF4. AT TO SPA40 LWM LOVER TCAR A, -0- FOR 7-DAT5 AFTER(.;-gr STRUCTURAL NOTES ALL IA.S TO BE Fb:,''M PSI KX ALL WZ LOAD BEARAG FEAVERS 70 BE (I] i)c uk0 ALLEY Wq Vl1.5 TO BE COGDEW WR TE55Ttd COYJFNIS T.01' A 5° ECA FLOODU14W AREA AI * * C L -LY %T9 FET AFD 4C TATTL 10 taftr U3H:3C .RSOI dl0TATTLERidsPERFB.CR - 5TH EDRIOI rlil). a 3 TREADS AT Vbr EA04 IAZiEG G' H LW AL BEAT FLOOR STSTE75WK COATNOfi 9) Gw P49 EMLA' 1'xDSW' ft11.5 LEDlERS TTP/ 5E4`TS (T1'Pl i(11P) I I I I I I I h READS 40 I 5 o"M fr7Pl h STRXfRS SFD W NIL O TREADS AtdE0' EACHlA`OTO STAIR SECTION 5CA:E VA' • 1-S' Z rc O Na Bn IJLe L' V 00 0. g E a J53 f FrtEn. wE LOT16 t0/ TSO 13 a, ""0-" ai eSFD SNfE! UPPER FLOOR PLAN NOTES 2 1 SCALE: V4'.r.9' GARAGERIGHT Florida Building Code Online Page 1 of 3 i Professionali I71R470 Bm Hama I Log in I User Registration '. Hot Topics Submit Surcharge ! Stats &Fads BlSltS product Approval pfessiMAI: USER: Public User eig w titan ; „ , y .. , t l t l rye FL # FL15225-113 FR s Revision Publications I F8C Staff i BCIS Site Map I Links I Search Application Type Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@ rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Calory Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan 3. King, P.E. Y, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Y= 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding-org/pr/pr—app— dti.aspx?param=wGEVXQwtDqv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (618 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6-8 Door Products Direct to Masonry) for installation instructions. Note Glazing Sh—al comply "wim-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 ELIe22e R3 -r• CAC IA225 5 NAMI cert5 rfdf Quality Assurance Contract Expiration Date 12/ 31/2021 4nstallation Instructions Created by Independent Third Party: Yes Evaluation Reports Yes F5225. 6 f. "Premium Series", "Construction 6/8 and 8/0 opaque and Glazed Steel Door with ; ransoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma- Tru" with Transoms Limits Of Use GerCU:Ca[ton wgenUY 'ro ri ,: r;c ea> 'r cer: tc3 5:5 NAMi fieits tadf' Approved for use in HVHZ: t qualityAssurance Contract Expiration Date ApprovedforuseoutsideHVHZYes2131021Impact Resistant: No Design Pressure: N/A Installation Instructions ... other: See INST 15225.6-68 (68 Door Products) and F 1e" ti3 L INST S f 7 75 R:I1 i 1c 5:fi-BO:odf. 15225, E-80 (8`0 Door Products) for installation instructions. l Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409Created byIndependentThirdParty: Yes Evaluation Reports q 4i nx AF FVAIei.6-68.odf 25 a'Ap EttAL 1 25 6-80 odf. Created by independent Third Party: Yes ContaC - ' ti. r------- or.r' aN.- ,R g»tao hin,,...aa 7.r8M he State of Florida is an AA/EEO employer. •. :: ('rh C?-.,cement ;: ASr cSbRly Statement :: 0.eRmd Statement Under Florida law, email addresses are public records. If you do not want your a -mail address released in response se rnntadu85U. 487. 1395.rds feQuest, d"Pursu o not send rda to electronicmail to this entity. instead, contact the office try phone or by traditional map., if ou have any questions, p Section 455. Z75(1), Florida Statutes, effective October 1, 2012, licensees licensed under if 455, F. S. must provide the Department with an email address If they have one. The emap lease provide the Department with an email addess munication whiirch lcan be madeavailable see. However email toathe public. To determine Ir you es arepublicrecord. If arue a notnder supply a personal address, p chapter 455, FS., please crick her . Product Approval Accepts Credit r https:l/ www.floridabuilding.org/pr/pr_app_dtl.aspx?param=WGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 NOTICE.OF PRODUCT CEMFJCATION Company: Therma-Tru Corporation Certification No.: NI005329- 114 Certification Date: 10/15/2003 108 Mutzfeld Road Butler, IN 46721 Ex iration Date: 12/31/2021p s Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Ins-wing/Ontswing w/and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification that certification criteria has been satisfied. This product has been approved for listing withinlabelrepresentsproductconformitytotheapplicablespecificationandall f ti ifi ti . NAMI's cetiiaoilon P rain is-seersdited b The Atnerior National Standards institute ANSI: NAMI's Cerf fled Product:Listitt at:t eN Glazed Design Missile Test Report Number Configuration Inswing or or Maximum Pressure PosMe Impact Rated Comments Outs O a ue Size 3'0" 6'8" 67/-67 No JFTC-01-741-10703.0/L-2097/TTF-25" X I/S Opaque x Single Opaque 3'0" x 648" 671-67 No ETC-01-741-1070 ).0/L-2097=F-254F O/SX Sin Ie Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097PITF-253F XX t/S Standard Aluminum Astragal .... . Double 6.0„ x 618" 40/-40 No C O1 741-10703 0/L 2097/'TTF 25ET - - - - 4F XX O/S Opaque Standard Aluininurn Astragal. Double 6'0" iR" 47/-47 No E TC-Oi-741=10703.0/L-2097/TTF-253F XX I/S Opaque x Coastal Alum Double O/S Opaque 6'0"x 6'8" +47/-47 No ETC-Of-741-10703, XX Coastal Alum Double OXO/OX/XO I/S Opaque Door 5'4" x 6'8" +40/=40 No ETC-01-741-10593 Single w/Sidelites O/S Glazed Sidelites Opaque Door 5'4" x 6'8" +40/-40 No ETC-01-741-l0593 OXO/OX/XO Sin le w/Sidelites ... 1JS Glazed Sidelites Opaque Door 8'4" x 6'8'' +40/-40 No ETC-Otandard0593 OXXO Doublew/Sidelites.... Glazed Sidelites 40/-40 No Standard: Alur ETC-01-741-10593 OXXO O/S Opaque Door 8'4" x 6'8'.' Standard Alur Double w/Sidelites I/S Glazed Sidelites Opaque Door 8'4" x 6'8" +47/-47 NO ETC-01-741-10593 OXXO Double.w/Sidelites... Glazed Sidelites Door 8'4" 6'$" +47/-47 No Coastal.Alun ETC-01-741-10593 OXXO O/S Opaque x oastal Alu rCt Double.w/Sidelites Glazed Sidelites National Accreditation & Management tnstftute, Inc./4794 George Washington Memrlxia 3. : y:... aX Tel: (804) 684-5124/Fax: 804) 684-5122 NAMI AUTHORIZED SIGNATURE: VA 254F 253F NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: 14I005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassie/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 certificationr„rmity to the annlicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinwi _ . a ±_..._ nt_:..«..t Qte„A-1. Inatiturn fANSiI: w,...,,, .. ..---------- - - NARPs Certified Product istir! itt` ni ` 28t' n: o a e. lea Missile Test umberReportNp Inswing Glazed Configuration or or Maximum Design Pressure Impact Comments Outswin O a ue Size 0„ x 6' 9' Pos/Ne 07/-67 Rated No 0702 0 - 5ETCO17411 /L; 2096/TTF2 2F X I/S Opaque Sin le 3'0" x 6'8" 67/ E67 NoSin VETC-01-741-10702.0/L-2090/TTF25IF X O/S Opaque le Opaque 6 0 x 6 8 40/ No ETC-01-741-10702.0/L-2096/TTF252F XX 1/S Standard Aluminum Astra al. Double...., . 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096n7F251F XX O/S Opaque Standard Aluminum Astragal. Double 6'0" x 6081' 551-55 No ETC-OI.741-11008.0/L-215I/TTF252F R)( I/S Opaque Coastal Aluminum Astragal . Double XX O/S Opaque 6'0" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151fTTF25I F Coastal Aluminum Astragal :. Double I/S Opaque Door 514" x 6'8" 40/-40 No ETC=01-741-11008.0/L-2151/TTF252F OXO/OX/XO Sin e_w/Sidelites .... Glazed Sidelites 5'4" 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/TTF251F ON O a Door07t0/OX/XO p q x Si le w/Sidelites ....... Glazed Sidelites 814" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/fTF252F OXXO I/S Opaque Door Standard Aluminum Astragal Double w/Sidelites .:: Glazed.. Sidelites 8'4" 6'8" 40/-40 No ETC-Ol-741-11008.0/L-21511TTF25l F OXXO O/S Opaque Door x Standard Aluminum Astragal Double w/Sidelites Glazed Sidelites 8'4" x 0'8" 55/-55 No ETC-01-741-11008.0/L-2151/I`1'F252F OXXO US Opaque Door Coastal Aluminum Astra al Double w/Sidelites :...: Glazed. Sidelites. 8'4" 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TTF251 F OXXO O/S Opaque Door x Coastal Aluminum Astra al.... .. n-1,1 w Yd,-i.ites Glazed Sidelites t....,.,;.;eu ri v]iiavea VA 23072 National Accreditation & Management institute, Tel: (804) 684-5124/Fax: (804) 684-5122 Z-1 NAMI AUTHORIZED SIGNATURE: 4 . 4*— 4- 4. Il."" LILL10111.1-MULIJON I Ari: MULLION $ SHOWN RE. SHOWN FOR 4 SHOWN FOR II MASONRY - Q.( . MASONRY. H REFERENCE MASONRY. REFERENCE OPENING Typr; OPENING TYP. HEAD OPENING ' HEAD JAMBS HEAD & JAMBSII r JAMBS r. 2X BUCK. 11 X BUCK' A 2XBUCK—/ in MULLION SHOWN FOR REFERENCE fir: 4 41 BUCK ANCHORING BUCK ANCHORING 4w 4' 4. 4MASONRY OPENING 1. 42ilbuck min. S.G. k 0-55, 2X BUCK io the comets may be adjusted to maintain the min. d0* 46kAft ' to dWcwjoints& "MAX 0NCENM.1rr,,Qst be adpsted to e orlMalknsnoted as md1`6161MC mi"n. d0,.;iikianc*.f*Axxf*r"%- may b6ip4tftd to 3. Concmte anchor fable., ANGHGIt :A" MULLIO SHOWNN FORMULLION T`/P. I I REFERENCE M SHOWN FOR REFERENCE Il HEAD: JAMBS 2X-). BUCK 44. i fl SAS H r%r% i Iml r W/'!InFl ITFS ITIN r irRltr MASONRY AIJULAKHORING- OPENING 114, TAFCON1. dr 114* IrNk, BY: Lf 5 iQ FL-71 25. 1-68 C. 3* 7"q4 SEE NOTE 3 11 X SHEET 3 11 %-W DETAIL "J" ASTRAGAL—' MULLION] SHOWN FOR SHOWN FOR REFERENCE REFERENCE lriir ONLY 18, IV. DOUBLE DOOR W1 ,, SIDELI IN 12,1 3, PAIRS 30'. TYP. A W/2X BUCK INSTALLATION T_ 10-T R 4' 3*- 4. SEE PETAl W/IX BUCK j INSTALLATION 10. TYP. HEAD a JAMBS cliSHOWN` R a REFERENCE. ONLY 1. SEE DETAIL 66) cq 9+ 6" rX rALLATION... 4 3UCKi0ALLAT104 5 SEE OETAII, VIEW "E7-' DOUBLE DOOR SHM W1 OPnMk rORRUa4TEO milLg% -L, SOEM 70 Itern. DESCRIPTION Material lo x SC ?FEWSTEEL. A STEEL I ' PFH WOOD SCREW STEEL. . F, 70—_-e JOx314FL 2 10WE— ST3 8 x 2=L_ CREW STEEL TEEL 4 14- x 2-3/4- PF11 ELCO OR-173K—CONCRETE SCREW s VEEL W PrffONCRETE SCREW 371-6x - 3-114"I7W PF ONCRE7E SCSTEEL 174-w- x 3-1 4 11 STEEL MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK. CONFORMING TO ASTM C90 4 PIC HEAD JAMU ( SUE >=.0.34) WOOD THK. PRESSURE TREATED SIDELITE PAD WOOQ Oa4 F3! 2X,_U5W8_VGAjE_QFAST ENER STUW/2X BUCK INSTALLATION ATIMM. W/ IXBUCK INSTALLATION I W/ 2X BUCK : 3, INSTALLATION- W11X BUCK V1 INSTALLATION DETAIL__:3 ATATCH ASTPAGAL T14ROW BOLT STRIKE PLATE TO FRAME AS SHOWN. It rz BY, EXTERIORINTERIOR E INTERIOR Awl EXTERIOR INTERIOR S-N VE .. 11 . CA Cko n 86:00tv INTERIOR EXTERIOR. r; EXTERIOR u 0 1 111.1 =lmo 4 . 1 FL-15225.5-68 9 MASONRYJ OPENING 1YP- HEAD JAMBS 2X BUCK SINGLE D60-R BUDLAWAOM A 1: V J I 11 MULLION MASONRY' OPENING SHOWN FOR::MASONRY fj REFERENCE 4, OPENING 7yp, jl: II HEAD JAMBS C; 2X BUCK MULLION if Lo I SHOWN FOR O REFERENCE It 2X BUCK --/ 22 Us Don g IRGLILMISI-DULMS 13UCK ANCHQRIW MASONRY OPENING 2X BUCK 1, 21 suck -411. S.G. - 0,&5. CONCRETE ANCHOR. 1. concrete anchor iocanons or the corners may be cd)wted to maintain the min. edge distance mortarjoints. 2. Concrete . anchor noted as "MAX. ON CENFEK'must be ac4usted to mcMtofn the mh. edge dhfancg to mortarldints, addIflonat concrete anchors may be required to ensure the "MAX. ON CENjW dimension are riot exceeded. 3. Concrete anchor tcbf&.* ANCNaR 110 # AIAW)W FFW TAPCON* 6-70 1/4" 4" Up 7 4 4 T-r-- I :k MULLION MULLIONSHOWNFOR OR-/ SHOWN F14 TYP... HEAD I HEAD REFERENCE REFERENCE Ij JAMBS liASTRAGAL SHOWN FOR JAMBS REFERENCE jl ASTRAGAL Ii 2X: j I V. SHOWN FOR BUCK 11 ll REFERENCE 11. 6 i. -- — DOUBLE DOOR MASONRY_F L&-ANQ1fflM OPENING SUCK ANCHORING C4 1E d 0. 1.4 J: WLFS I FL- 1 G25.5-80 4 DETAIL .3 X;4#/21 INSTA SEE NOTE 3 9 W/11IST, SHFET 3 Typ. MULLION' -1 JA SHOWN FOR REFERENCE AiT SHOWN FOR REFERENCE ONLY d. Q); 10 T. tn a w Jo}, r 6. 4. Ck A SEE DETAIL 1'=ON 73" HEAD & JAMBS ASTO SHOWN FOR REFERENCE 7o ONLY I.: nio A' DOUBLE DOOR VIEW smwm w/ opmmAL commi) FASTERM. ON 130 MV, All SMEUTE TO ONIf JAMB dMXWWNS) DETAIL... A ATTACH o ROW BOLT rn STRIKE PLATELATETIt). FRAMEASSHOWN. q DETAIL "I Ia111141111 M; INC A u 2/2 1,/ 11 N.T.S. ay, JK of.. LFS ND NO, 15225,5-7450 @aIII =1 9 EXTERIOR INTERIOR viimck CROWE-CROA in jV 4W dF, d INTERIOREXTERIOR. 0 .0A 64 x 0. N oz 23 3 UN. 3 EXTERIOR INTERIOR @6 &1 11116 AICAOM 9- 7 I @KO+;UMONTAL Cif: ss S C a INTERIOR EXTERIOR H - x RIZ b 9 v4r . b INTERIOR EXTERIOR 3 QRiiOMAt C 3 conf49716":laRt?. r9tKa 1.. H[iRlTONI'AL CROSS`ECTION: utsvRngeenfigurotion 69(15 am6 7 C E 9 m INTERIOR o Z a 1 yr tiN p va swry oGI o e EXTERIOR v ti91u,11s rAng cbnfl ucotfdn- '; SEE J J it N SEE DETAIL "4' SINGLE DQPUMS—IDELMS _VIEW "E"-"E" _VIEW "D"-,"D CONE I a, the comers maybe adjusted tomatntch the Int". eogatwatnim 0.. 6ns noted as "MAX. oti CENTER'" must be adjusted to 2. b. additional concrete anchors maintainthemrn. edge distance to MOrfcFJQ1n . dimension am not exceeded. marequiredy foens the MAX. ON CENTER" no 3. Concrete On Or table: AAUb A AKRONOW: r TAPC tlLTRACON AS SHOWN AS SHOWN T ffW 3f soaIENOTES: pfh. wood screws. There are (4) Of Bach bwith (12) ad.lit.I., set into the ]a -57 3 1 48.51 & 66". There are (2) at the header Of 4" vertica,jamb, frorn the top down 0113 from the outside cam— of the frame. There are (2) at the sill, 4" from the outside comers. Zil ® HEAD6 HEMULLION SHOWN FOR REFERENCE 6- 9116"JAMB Typ, 0 JAM95 441WJAMB , JMgLE DOOR WISIDEUTE VIEW "r-X R. MAI I i it9rl IN I— k 0 SINGLE DOOR SEE MAIL" I" VIEW " A"-W FL- 1 0 R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Boa 230 Valrico, FL 33595 Plione 813.659.9197 Florida Board or professional Engineers Cenificaie of Authorization No. 9913 Scope: TProduct Evaluation report issued R W Building Consultants, herma Tru Corporation, based onyRule Chapter No. 61G20-3,IMet od I of he State dof Florida Product Approval, Dept. of Business 6 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturingordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excludingthe "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 wail coverings. to be installed following fastener 3. Wood screws shall be Installed tot lowing installations instructions of ANSI AFBPA NDS 2012. All other fastener types manufacturers installation instructions. nter-center distances shall be specked by the fastener manufacture, but in no instance shall they4. fastener embedment depths, edge distance and ce be less than shown In drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stdr' material that complies with the requirements .of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225:5-68 shall be determined by others for specific jobs in accordanceFL - with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. j„est F2eport lAto. FTC-6't=741-10702.0 Teat Standard ASTM E330-02 i TAS 202-94 01 1-11008.0 ASTM E330 02 / E18860 E1996-02TEL0146060147TEL2. Dratrvina No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Caiculat3ons Prepared bat Anchoring RW Building Consultants, Inc..(CA#9813) Sheet 1 of 1 iirlti ETC L atiorafortes ETC Laboratories Testing Evaluation Lab. Si ned b Wendell W. Haney, P.E. Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. Siartl-& Sealed 6r Lyndon F. Schmidt, P.E. sllummualtd bY. Lyndon F'. Schrnidt, P.E. ttttatt t Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 612015 Bus nes ProductApprova) Pro J [ USER: Pc User Regulation PtftliNlii 134W4 t#eiui.> }Atafkatka Led> Apytica"on 0"1. FL # FL15332-R2 Application Type Affirmation Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emali Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 2014 Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE C 1 Validation Checklist - Hardcopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005. Wi I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes 0No 0N/A 4 hqs://www.floridabuilding.org/pr/pr ai)p_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summisiry of Products Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-00500C.6dF Approved for use outside HVHZ, Yes Verified By: Luis RobertoLomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A EvaluationRZReports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN BA5332 rA£ 5108078.ud[ PRESSURE RATINGS Created by IndependentThird Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NOW REINFORCED Limits of Use Installation Instructio ns Approved for use in HVHZ: No f1 , 2 It 3_ . lif Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports FL15332 'R2 AE 5 0805%Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED. SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/ 4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No F 15332 R2 11 08-01zekbdt Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS _ Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96" x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL`IS332 R2 ,It 08-02249kodf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports. , . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F115332 JiLAE 512969A.ndf PRESSURE RATINGS_. Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions - Approved for use in HVHZ: No F115332 R2 41 0_"Q2250f4.odf Approved for use outside HVHZ: Yes Verified' By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS Created by Independent. Third Party: Yes 15332.E SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 RZ II O&OD499C:odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports , , i08Ob8.ndf Other: REFERTOAPPROVALDOCUMENTFORDESIGNFS .2 R2'. AE PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www. floridabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No M533292 Ii-'0j-;Q05jS.odf. Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI2, R2 AE SIQ809B.t)df PRESSURE. RATING$ Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REIN FORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 ti 0$-00.5,2C ndf: Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 At S IORM.od PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No Q 15332 Ft2 Ib 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN 'fU533g8 AE, 1081013.oilf: PRESSURE RATINGS Created by Independent Third Party: Yes Badt sgaccr Contact Us :: 144p North Morin _ TeRahassee Fl 32399 Pip t{i50 4 37-3I3 4 The State of Florida is an AA/EEO employer. ate of flarida.::: Privacy Statement :: 6=sslbllity 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 smalls provided may be used for official communication with the Iicensee,,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: eChec E . SLcuritvmlillucs https:// www. floridabuilding.org/Prlpr_appjtl.aspx?param=wGEVXQwtDgtH85 72gvdWI... 7/20/2015 NOTES: 1< THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED SO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2, WOOD FRAMING AND. MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPER TRANSFER ALL LOADS TO STRUCTURE RAVHNG AND MASONRY OPENING S THE RESPONSIBILITY :OF THE ARCHITECT OR ENGINEER OF RECORD; 3, ' X BUCK OVER MASONRY/CON^FiETE IS OPTIONAL. WHERE 1 X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEMBRANE IS THE RESPONS.B':LIT`. OF THE ARCHITECT OR ENGINEER OF RECORD, 4, ALLOWABLE STRESS INCREASE Or 1/3.•R'AS NOT USED IN THEDESIGNOF THE PRODUCT SHOWN HEREIN: WIND LOAD DURATION ACTOR CJ>1,6 WAS USED FOR :WOOD .ANCHOR CALCULATIONS. 5: FRAME MATERIAI:.: EXTRUDED ALUMINUM 6063,-1*5, F... UNITS MUST BE GLAZED PER A I'M E1300-04< WITH SAFETY GLASS. 7. APPROVED IMPACT RO E:CTIV,_ SYSTEM IY__t (Ll j,E,la FOR THIS PJRODU :T: IN WIND BORNE DEBRIS REGIONS.; : B. SFWAS RL(.,'RE Ai' E..AGH INS1AL:I:.NION-AN CHOR' 'V11' Jr'LOAD `:JLARING "SHIM-. SHIM WHERE` - SPACE Or 1/16 OR GREATER OCCURS. MIAXIVUM ALLOWABLE :SHJM STACK O BE 1j4 9. DOOR ASSEMBLIES NJ ALLED WHERE OVERHANG RA-0 IS EQUAL OR GREA R THAN 1;) DO NOT RE01. 1sREE_ WATER N1711ARAT^N. R-ESISIANCE... OVERHANG RATIO OVERHANG LFNG+ +?OVERHANG {lEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE # 10 WOOD 'SCREWS ', ITH SUFFICIENT LENGTH TO ACHIEVE A I: 318" MINIMUM EMBEDMENT INTO SUES iRA,E, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAES. 11. FOR ANCHORING !iJTO MASONRY/CONCRETE USE 3/16 TA°CON:S WITH SUFFICIENT. LEtiCH T. TOACHIEVE A 1 +/4'.MINiMUM EMBEDMENT INTO. SUBSTRATE- WITH 2 1/2 MINIMUM EDGE - DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAI1-S, 12, FOR ANCHORING !NTO METAL STRUCT RE 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 ^ ASTENERS TO BE CORROSION RESISTANT, 14. INSTALLATION ANCHORS_ SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRt,CTIONS AND ANCHORS SHALL NOT BE USED N SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD MINIMUMSPECIFIC GRAVITY OF<G=0.42 E, CONCRETE - MINIMUM Ci)MP4 _SS V STRENG'TH OF ;3 152 PSI,: MASONRY - STRENGTH CONFORMAN TO .ASTM C--90, .TRADE N, TYPE: " (OR GREATER). D- ME,rAL STRUCTURE STEEL. 18GA, 3 KSi OR ALUMINUM 6063-T5 1 /t8" THICK MINIMUM 1 s; APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX. XIP :FIX fA aLE Of: CONTENT!! - DESCRIPTION 3 nr KlR5: 9NS REV,.. 6ES::R+. cnfiv ...... ... Oni- APPROYFO E- RASED I PER N IN TESTING 10/29/13 R.L:, Arbro F.ANGE AND IFIN INSTALLATION 1 12/06/13 JR.L.: MI WINDOWS AND OOS'-W. GRb'. SERIES 420 REINFORCED SGD NOTES CRA4rN...., GwG k0,-- ._... ., REv... .'y'Y•/i F.A. 08- 00499 C r SCALE :NTS JDATE 02/23/09 SI+EE 1 OF 10 a 6" MAX 96" MAX FRAME WIDTH. ANCHORS TO 3F EQUALLY SPACED" 2) ANCHORS PLR LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED -{ 6" MAX rY 6" 1AX AM E IGHT 6" MAX T SERIES1420 REINFORCED SOD . EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40,OPSF NONE" WITH 24/32" SILL SEE CHARTS 91 AND #2:FOR :OTHER UNITS RATINGS DESIGN PRESSURE RATING iMPACT RATING. 25.01-28.6PSF NONE WITH :1-:1 /2" SILL SEECHARTS#3 AND X4 FOROTHER UNITS RATINGS 6" MAX. L CHART Art WITH 2- 1/32" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED:. SEE NOTE 9 BkEST t. DW n Qre=rO chart tis M, , From 8 i4n Awls th Helght In) 30. 0 6 6. 00 36.0 42.0 d4. 49- 0 os N os Neg., 0s os a0 . 0 40. '. BO 40JD W2 4Q0 1 SL2 d. 0. p 0 rit.' r 40. 4 CHART#2 WITH 2- 1/32'S1LL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE. NOTE 9 SHEET I vest n Pes5t+f9 d a1 fi . From SkVb panel and Total Fiarre V'Aft Flalght 0n) 36. 0 72.00.. 1, 42. 0 84.00 4111.6" 96.00 4 Os; I moo N 1: 60' 0 t 5 . 2' 582 522' 48.0 45 92. 0 9 5. 51. SIX 46. , 46.4 4 4 424 Yd.O 4 1 49.2- 9 1 43 Mr,0 RE+151ONS Uk5CR1 TION. y 1 ADDEDCHARTS- 3 REVISED PER NEW 'IESIING 10/29/13 R L, ADDED FLANGE AND.. FIN INSTAL.CATION - 12/06/13 Rill, CHART A3 WITH.1- 1/2`SILU. ... WHERE WATER INFILTRATION RESISTANCE>1S REQUIRED_ 4FF NATF R:4HFFT i.""- Deli A fY86rr1 Ci73tI po Pro me, aPanel",nd! I a[From O T r40 lieght 4z0. n) P0s' N = 9 , 72._11 0s - Neg as , 98.00 03 o 290 : 4 ,e 2s o a , as:o arc zxa 3a 4 0- 25. 01- 142 CHART M4 WITH7=112" SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED, SEE NOTE 9 SHEET 1 CHART A5 Deslgn pressure chart ( Frame IIOrNI 7atY Height. In) 0 42. 0 Si.00+ 48.0 1gt00 4T. 8' 84.64Z841,. 4L 66.0 46.2 451 N 122 V. 92,0 4- 4 9 2 96.0" 40s ":40, 3- 35.3 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES .420, REINFORCED SGD 967 x 96 ELEVATION' E" MAX 9 j.. '1AX -1 RAM WiuIH . .._.. : . ANCHORS TO BE EQCALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCH?IONS REQUIRED + 6" MAX 11 t iAX AM: IGHT 6" MAX T SERIES 420 REINFORCED SGD EXTERIOR VIEW. DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE WITH 2-1132" SILL SEECHARTSAl AND #2 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25. 01-28.6PSF NONE V, 7TH.1.-112"SILL SEE CHARTS;M3 AND M4 SHEET 2 FOR OTHER UNITS RATINGS 6" MAX Ri SIONS A ` X)f)Ef) C iARIS 8...:. PCVIS D ?ER NEW ' STPNG 10/29/1 C ApnE@ ?=LANCE AtiC iN INSTALLATION. '12/05/1 CHART M Number o/anebortocabonsrequlred GMI k.i*WWandTotai LhW VMWth- FrarteJ0. 0 36.0 .• 420 a6,0 Height in) 600 72D 840 96.0 HdS Jamb HdS_ Jamb HSS Jamb H&S,Jamb: 4 6 5. 8 6 1 • // 20 2. 1/32" SILL 1 1/2"SILL ALUMINUM. 6063-TS.055 THICK ALUMINUM 6063-T5 X55 THICK MI WINDOWS AND DOORS :LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FIN ELEVATION F. A. 08-00499 C"..- NTS DA c....0 23 09 4 e 3 OF 10 6A6 I. sl MIN, - LLI,,E JI`•IANCF. 1 3/8" ki:N.. w 00 XB u[tp scN OR OK ZSUCK BUCK BY CTHFRS MAX. . SHIM SPACE i 0 AcCOD SCREW EXTERIOR INTERIOR ci!( 1 I0 "J F.."SE.1 IN A c 7 l l E-m 116 ON F*Uk ION A? 0 W01(l ci< FGJA. S CREW t. SEE SI L.1_..r 3 a, FOR S_I.i: CPIIONS WOOD : FRAM NC, OR 2X BUCK BY OTHERS S 1 3/8" MJN. EMBEDMENT VERTICAL; CROSS SECTION WOOD . FRAMING .OR 2X BUCK INSTALLATION R' c'osm Pu? tif4i _S R;,t4; a., C_C ..: N. E ANO :.I I:.S' _ -.TiQN 12/m/13 p'L.' 8" MIN. l.. 1/4' MAX, ENT ShiIM SPACE. INTERIOR•. I jjis1-`- EXTERIOR 00D FRAMING - JAMB INSTALLATIONDETAIL OR 2X SUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY O > RS MI WINDOWS AND DOORS LLC 1001 W. CROSBY-RO CARROLLTON, TX 75006 ti: ti G'NSF NOTES: SERIES 420 REINFORCED SGD`w * p 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 96" NOT SHOWNFOR' CLA8ITY FRAME INSTALLATION DETAILS' 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 nvc " iaCV ~" O R15; F.A. 08 500499 C sai= NTS onrF 'G2/2 p4 u OF 16 IItIIIH{ . IVI FTAI I- S TIRURjRE BY 0-1 . HERS ic sms orz SEfcf DRU -'; !N SCREW 1,4ETA' - STmJ , 'Tt tRU E BY OTHERS EXTERIOR 11/4" MAX; SHIM SPACE is)bul uUmRiS, A- L; R-v;sm PAR 1'-v4 10/29/13 R,7- c A 0CE-1, FVW,E LON-0 N iNSTALVYtON 12196113". Rli: I , /4" MAX, SHIM SPACF. 1 o S M S 0 R SELF DRILLING SCREW I,/, I N, I S A 4 C, E INTERIOR I- "n p- sf., IN ORAUE0. 0; V, I OR EOUAt. SCREWS SEE S;--T 3 B Y 01 Hrp FOR, SiLL ONIONS VERTICAL GROSS SECTION METAL STRUCTURE INSTALLATION M! WINDOWS AND DOORS LLC 1,001 W. CROSBY RD CARROLLTON, TX 75006 SERIES, 420 REINFORCED SGD NOTES: 1. INTERIOR AND EXTERIOR FINISHES, By OTHERS, 96., x 96" FRAME INSTAL.O.TioN DETAILS NOT SHOWN FOR CLARITY. P_PERIMETER AND dOINTSEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITHASTM F-2112 F.A. OS-00d99 C. ll NTS r"AT# 62/tS/09, IsHrim 5OF 2 MiN EDGE;s7rN, E A - D;, z . 5s/os iz aa; It.iPCN: 12100/134- C C.,E a . v .._ Fr, r rt -,. a . .? • a A,.... _ M9EDMLIT-: MIN. MASONRY BY OTHERS H .i SPACE 1 X BUCK -- /4 t AX, 1v I SHIi SFAC B12" IINTERIORPLOP RLY 1iN; r+ SECURE' SL'' NOrc 3 SHEET 1 •j..:, 3j!6" TAPCON _ , # s_e_# 6" T.v CON .. CON 't ',"'k- A, By EXTERIOR INTERIOR I:: t. IJ 3t St: f IN A9E7, .. :.. CONS IRfJ( TION ADHESIVE OR EQJA EXTERIOR 3; i 6' TaPcON , I SE SH_' i I I FOR s ! OPTIONS X - , K JAMB INSTALLATION DETAIL MASONRY/ .,1,0 SE_ ROP piY CONCRETE/MASONRYINSTALLATION CONCRETE J ; BY OTHERS ; IOL SHE I ar. .. •. T NOTES. w 4 i 1 / 4 UN. I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, , dr .'+ .ki9F9MENT NOT SHOWNFORCLARITY. o p; '. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE: WITH ASTM'E2112 2 1/2" WIN, DGL I:); Sri Arlt c F. VERTICAL CROSS' SECTION CONCRETFJMASONRYINSTALLATfON MI WINDOWS AND DOORS LLG ,t1tf1ltt 1001 W. CROSBY RD tt t%Dt+ra,, CARROLLTON, TX 76006 `,S,, , C Na s ip'v SERIES 420 REINFORCED SGI) p # 96" x 96" FRAME INSTALLATION DETAILSr. % t" J,4'w 'r' Ijr j A. 08 0049s C fj SP•»..Q NTS DATE 'bi,23109 sHrrr 6 OF 10 ri/MI DAT[ rrhRnr'n 112' MIN. 1 ,r C STANCE Drat r.,:, `R! soro P r)r) C3... H R15 751[SJ 12 R4... WOOD [-RA _,. , 1 3/' MIN: 8 Rwlo`^ NwV kc H,: Ji 29113 R.L._ R 2X BL3CK MB`DM'NT E rD rrL,. _ ••.4V h .NS.,:[L!•T CN 2/0 BY O`H RS r kcaCt MAX_ SHIM SPAC[. 4". MAX, - SHIM SPACE. 1 tY-WOOD CREWS INTERIOR EXTERIOR INTERIOR A BED 01 VU KF ON, TRUCI IGM ADLIESiVE OR F..OL,A[. SR wS t SCREW 5 FSEES PE; 3 FOR _.LL cP-lolvS EXTERIOR WOOD FRAMING OR 2X BUCK JAMB INSTALLATION DETAILBYOTHERS VVOODRN` S- RNmNG WOOD FRAMING OR 2X BUCK INSTALLATION ' MDEDMEN' VERTICAL CROSS SECTION' WOOD.FRAMING OR 2X BUCK INSTALLATION t'I IIII rMIWINDOWSANDDOORSLLC 1001 W. CROSBY RD CARROLLTON, TX 75006 4I5` V,\GAS tD y SERIES 420 REINFORCED. SGD 0 NOTES:* 1:.INTERIORANDEXTERIOR FINISHES, BY:OTHERS; -- 90" x 96" FLANGE INSTALLATION DETAILS w. t" F NOT SHOWN FOR CLARITY. 2.- PERIMETER AND JOINT SEALANT BY OTHERS TO BE D'xc ray. DESIGNED INACCORDANCE WITHASTME2112 BP-e OS 004790E scntc i0NTS 0/13"09 I SMS E L. F D RI . LNG SC R EVV META' STRUliURE BY OTHERS EXTERIOR: I" MAX. SPACE 1/4" IVAX, SHIM SPACF 10 S m, S OR Apmovith AN'H) CRAIUE, 03/05/ 12 01 PEP, NEDN' 71:.NG R,U MiED FLA-N,AN-D V JN37ALLAT.iON 12/06113 'R.1- SELF DRii-LiNG SCRFW INTERIOR GE '.AN,,: E. INTERIOR .. S!LL K) BE SE:l N A BUD OF VULKLM, 116 P"o. Sm, ADIIESIVE CONSOR E0iJAL SE-- SHEET 3 O: Yl SILL OPTIONS EXTERIOR JAMB INSTALLATION DETAIL PitMETAL, STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION: NOTES., 1, INTERIOR AND EXTERIOR FINISHES, By OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 ill WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON, TX 75006 ti SERIES 420 REINFORCED SGO 96" ) c :96" L FLANGE INSTALLATION DETAILS AEV A. 08-0049 9L CL tiE. l NT S WI 02/ZV 09 ISMFFT8 OF 10 2. k1 i N. M EMCitDMCi.T CONCREU'.1.- e -• y .::.- MASONRY 1fti„ tiIAXc BY OTHERS SIIIV SPACNL OP7iONAL y.. I SOCK TCi BE I PROPERLY , SECURED SEE NO c 3 SI;0ET I 3`16 T'TAPCi;N EXTERIOR INTERIOR C H:.. SEAIN A LEC) C F Y;:ILKEM 116 CONSTRICTION Dh c VE 3 j 6„ TAPCON:: OR EOUAL.. SE S EE' 3 OR SI f OPTIONS aASONRYf CONCRETE By O HcRS PJBEDt' ENT a x, • .__-,.__..1. 2 1 " MIN, VERTICAL ' CROSS SECTION CONCRETE/ MASONRY INSTALLATION ii; ns;etas REV, I. VpupTI:)ti. i1ATc"- API?RINF^'' A AiNN13 CHART 6 REVISED PLR NE,'! c. ; ADDED FLANGE 1.,0b. N EV 4D2. P T I dr. ±x TO B R,_ D 3 _ ... NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHER$, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOIN!' SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM.E2112 MI WINDOWS AND DOORS LLC g "LIl ti 1 Iir 001W. CROSBY RD CARROLLTON, TX 75006 W vtiN$ip• if+! SERIES 420 REINFORCED SGD* 96" x 96" FLANGE INSTALLATION DETAILS ATjr fl f.OA A4",,;1y,. F. A. as Do ass RLvfi'' 111Zt\;,i c'/ I SCALE: ni C Q{it (19 J72:I/;Za- ..N!C , O nr I.n t /4' h11 N; EMBEDMENT WC cr.; SF:!R.E W 7/1%;° MN ED('C DISIA.NCE:- s Wow SCREW MIN EXTERIOR Ls oumm w. li R s- -^ P S EtY c. d. •.,., w.,w._..... 0/29/1' R,L........,.-... i C a_..,.0 =J .-E !JD NSTAL'_kTiON 12/71 R.L. 1 E -IN T INTERIOR Ek4D-T)ME.n,T IX BUCK ;Y OTHEIS. EXTERIOR HOOK „ :.7 . __.. t BL K 1t, ROP2LY SECURE:). TADCON JAMB INSTALLATION DETAILEXTERIOR PANE N .:RUDGK, WOODFRAMINGOR: 2XRUCK INSTALLATION M OKrSTR_IP INSTALLATION MASQNRY(GONCRETE s 4" FAIN... 1,1 ETh T .. F .FLUENT, f Eru WOOD RltMING By 0[ HERS INTERIOR TRIM i/4' MAX. /fs MIN. srall,;1 SPACE Eu o^: ec iT INTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-a HOCK 10 ' I" oor #sc SEEP DRILLING SCREW SCRF_ W PANEI PANEL ! NTERLc,•; K i EXTERIOR. \T:F?. OCK EXTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCWWOOD FRAMING - -METAL STRUCTURE. Ml WINDOWS AND DOORS LLC $ t!Il irt 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 4N REINFORCED SGD '=*,- 0 NOTES: 96" x 96" 1. INTERIOR AND .EXTERIORIFINISHES, :BYOTHERS, - NAILFIN &- HOOK INSTALLATION DETAILS 0 NOT SHOWN FOR CLARITY.' - ,,, z AERIMETER AND JOINT SEALANT BY OTHERS TO BE gq wru -- - - - - „w, ,, .' ' z oI{ DESIGNEDINACCORDANCE WITH ASTME2112 - FA 08-00499lpI+IAC. xt iJ.fS Q"" f#2jt3Q9 s" 1'0 OF 10 rl!/jllil[1ttS>> L. Roberto Lomas P.E. Engineering Evaluation Report 233 W. Main St. Danville, VA 24541 Report No.: 510806B! 434-688-0609 rilomas@lrlomaspe.com Manufacturer: MI Windows and Doors LLC 1:001 W. Crosby Road Carrollton, TX 75006 Product.Line: Series 420 Reinforced Aluminum SGD 96"x96 Compliance: The above mentioned product has been evaluated. for compliance with the requirements of the Florida Department ofCommunity;Affairs for Statewide Acceptance per Rule 61G20-3.005 method 1(d), The product listed herein complies with. requirements of the Florida BuildingCode. Supporting Technical Documentation: 1.; Approval document; drawing number 08-00499 Revision C, signed and sealed by Luis Roberto Lomas P.E; 2. Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting' Laboratory International, Carrollton, AAMA/ WDMA/CSA 101/1S.2/A440-05 Design pressure- ±40.Opsf Water penetration resistance '6.0psf titled Series 420 Reinforced Aluminum SOD, prepared, TX 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMA/ W.DMA/CSA 101YLS.27A440-08 Design pressure: ±25.Opsf Water penetration resistance '3.76psf 4., Anchor calculations, report number 510806-1 B, prepared, signed and sealed by Luis Roberto Lomas P.E.. Limitations and Conditions of use: 40. Maximum design pressure: ±40.Opsf Maximum unit size: 96" x 96" Approved configurations: OX, XO, XX, XP, PX, XIP and PIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions.. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00499, Revision G. Certification of Independence: Please note that l don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial' interest in any other entity involved in the approval process of the listed product(s). 1 of 1 Luis R. Lomas, P.E. FL Nm: 62514 12/ 04/2013 114 Ecls Home Log In User Registration Hot Topics Submit Surcharge Scats & Facts Publicatioi b p r`Eta l Prod USER: uct Approval Public User I'{. s.i' i.as:.n - a to .,n t_,..=_ > Application Detail FL # FL15080-RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG, LLC / DBA W! INDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.COM' Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM j Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies i Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence FL15080 R' COi Ceart of -Ind $,e 2,015 s,odf I 4 Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA115 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15030 R1 r1 99A0 61 revF JambAttach s Ddf Approved for use outside HVHZ: Yes I F' 5t1 R Ia L Q75 Lock nstal s pdf Impact Resistant: No 5 80 R1 I s 3 re tr3 s pdf, Design Pressure: +2Z.9/-26.4 Verified By: JONN E. SCATES PE FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party: Yes SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS Evaluation Reports FL15080 41 AE Eval Report! ResPan rla s Ddf Created by Independent Third Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16- X 1-1/2- LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO 4 TRACK BRACKETS WITH 1/4'-20 X 5/8" RACK BOLTS, OPENING He'"T A4NOTOVER D OR HEIGHT) 3 BRACKETS EACH SUE 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4- X 1/2' LORD GALV. STEEL HORIZONTAL ANGLE. USE EXTRA3/ CARRIAGE BOLT Q NUT 1/ 4" X 3/4' HEX HEAD SELF DRILLING SCREW S14EUSEET2 EITAL• SCR3 fM1YS„ ALV.. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE D ON THE WEIGHT THE DOOR. D ETAI L D 63" ( I6 X 7) 74" ( 16 X 8) 42" ( 16 X 7) 50" ( 16 X 8) 21- ( 16 X 7) 24" ( 16 X 8) 20 GAGE END STILES - FASTENED WITH TOG- L-LOCS TO PANEL USE END CAP OnER END STILES. ( SEE DETAIL C) STOP MOULDING WALED EVERY 9" 5- D TYPE NAIL MN, ---2 7A EqL 1 SECTION 8-B 100A. COMMERCIAL CALV, STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH S/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SIZE 0 SIM-PRESSURETEST- PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'- 0" 7-0-+18.7 20.8 28.1 31.2 16'- 0" 8*-0" 18.7 20.8 28.1 31.2 16 GAGE GALV. STEEL 5 STRUTS — TOP BRACKET WITH 143" % 20GA WIDE ((16 GAGE ROLLERHOLDER3' 20GA WIDE (16 X SEE DETAILD. (SEE DETAIL A) _ 2' ROLLER WITH 7/16' DIA. STEM. TIRE: S) EL 6 X 7) )7 BALL SHORT STEM 6 X 8) 10 BALL LONG STEM OPTIONAL LOCK--' STRUT ON po UPPERPART OF SECTLEAF. (SEEDETAILB). GALV. STEEL J14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/ 4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1/2" POLYSTYRENE INSULATION STANDARD FORSTRUT ON UPPER PART OF MODEL 735. SECTION OVER HINGE LEAF. (SEE DETAIL B). 1-3/ 8' POLYSTYRENE 21. OR 24" HIGH INSULATION OPTIONAL PANEL CALV, AND FOR MOD. 724. 730. 750, 755, 426. STEEL PREPAINTEOTRUT 25CAGEALL<- MODELS EXCEPT ON BOTTOM BRACKET 24 GAGE MODEL 750. 755 I 13 GAGE CALV. STEEL BOTTOM BRACKET 11 ATTACHEDWITH2LAGSCREW 5/16" X 1-1/2" FASTENERS. BOTTOM BE VE SECTION A -A ORREW BELOWNROLLER. 20GAGE GALA. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. NOTE: GLAZING 18 GAGE GALA_ STEEL CENTER HINGE RESIDENTIAL DEBRIS FASTENED WITH ( 4) 1/4- X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON - DESCRIPTIVE FASTENERS SHOWN TO BE I/A NUTS OR 4" X 3/ 45 LONG EHEXOLTS HEADSHEET METALSCREWS. \fixo :• / DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX-PE58308-F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 1-PE-51737 972 492-95DO DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS Pro}asnionol Englneer'a gaol I>roNdad edy fa wrifwtan Toawad oonallucucn deldn. No.51737 f SU76 OF PLORM 88 ONA•{` o r1r1n1{ OPTIONAL SSB GLASS LIGHTS 7 7' OR 8' B 16' (DOUBLE7AIR VENTSOPTIO_ IN4CH MIINTOTALDOPENLONGPANELAREA). OPTIONAL. ES ( 5 COLUMNS] EMBOSSES GES jJ COLUNNS) USE ONE EXTRA SELF DRILUNG SCREW THROUGH TOP LEAF OF HINGE, END STILE h RAIL. TYPICAL FOR EACH 1.25" -I I- 2.75" —I DETAIL A 3' 20CA MOE STRUT 16 X 7) 3" 18GA WIDE STRUT (16 X 8) 20 CAGE END STILES 20 GAGE END CAP e O DETAIL C 1 LN I NOTE: DOOR MUST BE INSTALLED DETAIL g WITH ETHER qN EIECTR C OPERATOX R I 1 ORA LOCK (MUST ENGAGE BOTH TRACKS ON DOORS WITH EXTENSION SPRINGS). N S DODEOT SATISFY IMPAC716' X 1 lONO IS FBC 12/15/111 RLB 2866 2/10/081 RLB 2848 11/1/071 RLB E.C.N. DATE: I APPROV. IITTLEROCK; AR 0 72219-8915 1(501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINCB ILOAD TOLERANCE W1 RESIDENTIAL PAN DOOR A 1/64'' NEXT LEVEL t . 015 DATE: DWG. NO. Amr11 1 07 AL F , PLOT SCALE , ORN. B -, -- - - 7 9 13 GAGE STEEL TRACK (3) 1/4' CARRIACE BOLTS 6 STRUTS ALTERNATE CONSTRUCTION 13 GAGE GALV. STEEL TOP BRACKET 3/4" X 1-1 /2" 3" 18GA WIDE USING (2) STRUTS FASTSPUCE OR FLAG BRACKET, WITH 10 GAGE ROLLER HOLDER. FASTEN TO WOOD JAMB X 13 GAGE MIN. NOTE THAT ROLLER HOLDER (SEE DETAIL A OPTIONALLSSEIIGHTSWITH5/16' X 1-1/2" GALV. STEEL CURL IS TURNED GOWN. GLASS LIGHTS LAG SCREWS HORIZONTAL ANGLE. SEE DETAIL D. 1/4' % 3/4' SHEET METAL EXTRA 7' OR 8' SCREWS 1/4" X 3/4" e0 STRUT JUST BELOW HEX HEAD SELF TOP BRACKET. 2" GALV. STEEL HORIZONTAL DPoWNG SCREW 2" GALV. STEEL TRACK 16 GAGE OR 13 GAGE DETAIL D 2" HURRICANE ROLLER WITH B B VERTICAL TRACK BASED ON THE WEIGHT OF 7/I6" DIA. LONG STEM. 16GA THE DOOR. TIRE' STEEL 10 BALL BOLTED TO 1.25" —1 (— TRACK BRACKETS OPTIONAL LOCKWITH1/4"-20 X 5/8" TRACK BOLTS. 63" 18 X 7) I PA 74" (18 X 8) 3" STRUT ON UPPER PART OF 18'(DOUBLE CAR) SEE DETAIL "E" SECTION OVER HINGE 1-1 OPENING LEAF. (SEE DETAIL B). OPTIONAL HEIGHT LONG PANEL NOT OVER I-- 2,75- I GALV. STEEL (14 GAGE) COMMERCIAL EMBOSSES ODOR HEIGHT) END HINGE ATTACHED CENTER STILES (7 COLUMNS) D ETAI L A a WITH 6 FASTENERS. SEE DETAIL B CENTER HINGES (3 COLUMNS) 42" (18 X 7) 3" 18GA WIDE STRUT (4') X 16" AIRVENTS 50" 18 X 8 SECSTRTION OVER UPPEROF INCHR MIN. TOTAL OPOEN 20 GAGE END STILES 1/ 2" POLYSTYRENE LEAF. ( SEE DETAIL B. AREA). OPTIONAL. 16 GAGE INSULATION END CAP 21" ( 18 X 7) STANDARD FOR STRUT ON LOWER PART OF USE TWO EXTRA SELF DRILLING 24" ( 15 X 8) MODEL 735. SSEECFTION ABOVE HINGE SCREWS THROUGH HINGE LEAF, LEAGALVANIZED STEEL END STILE h RAIL AS SHOWN. 0` STRUT ATTACHED TYPICAL EACH END HINGE. 2" WITH 1 /4" X 3/4" • O" DETAIL E 5 LONG HEX HEAD " SELF DRILLING SCREW 2 PER VERTICAL STILE) QO DETAIL C 4 BRACKETS EACH SIOE 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL E END STILES - FASTENED WITH HIGH PANEL FORMOD.724, 730,LOCS TO PANEL. USE END CAP GALV. AND 750, 755, 426. NOTE: DOOR MUST BE INSTALLED PREPAINTED STEEL RAILS WITH EITHER AN ELECTRIC OPERATOR OVER END STILES. (SEE DETAIL C) 25 GAGE ALL STRUT IN MIDDLE OF OR A LOCK MUST ENGAGE BOTH MODELS EXCEPT BOTTOM SECTION. STOP MOULDING NAILED EVERY 9' CY TRACKS ON OORS WITH EXTENSION 6- 0 TYPE NAIL MIN. 24 GAGE MODEL O SPRINGS). 750. 755, 13 GAGE GALV. STEEL BOTTOM BRACKET ^ 1 \ / 1 ATTACHED WITH 3 D ETAI L 8 I8 /X\ FASTENERS. BOTTOM 2 SCREW CAN BE ABOVE L.H. OR BELOW ROLLER. SECTION B-B SECTION A -A NOTE: GLAZING DOES NOT SATISFY IMPACT T T 20 GAGE GALV. STEEL CENTER STILE DEBRIS REQUIREMENTS IN FBC 13 GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE ABO TOG-L-LOC OR POP RNETEO TO PANEL. FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FL 15080 LAG SSEE DCNEWS"E WASHERS. PREPARATION OF JAMBS BY OTHERS. FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. P. S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHTI POSITIVE NEGATIVE POSITIVE NEGATIVE 18'- 0" 7'-0" 18.7 20.8 28.1 31 .2 18'- 0" 8'-0" 18.7 20.8 28.1 31 .2 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4:-20 X 5/8" HEX BOLTS k NUTS OR 1/ 4 X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IA -Pt J630d-t-LL0.7 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 15 THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal Wiovided only for verification ndloadconstructiondetails. SOR al1OR P. O. BOX 8915 71 2198 15 TTLE ROCK. AR 5D1) 562-1872 MODELS: 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE 2856 3/10/08 RLB FRAC't 1/64 DEC. t .01s Ar1c. t 1 NEXT LEVEL DATE: 11 1 07 DWG. N0. 99- 13-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE PLOT SCALE I DRN. U. BH SHT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRAc1/4- X 3/4" HEX HEAD SELF 1/4' X 1/2" LONG 71 CARRIAGE BOLT & NUT 3/4" X 1-1/2" X 13 GAGE MIN. DRILUNG SCREW GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE USM2LE1/4' XREWS' ORFLAGBRACKET. FASTEN TO WOOD SH JAMBS WITH 5/16' X 1-1/2" LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/ 4"-20 X 5/8" TRACK BOLTS. 18GA. ( 9 X 7). 16GA. (9 X 8), 16 GAGE GALV. STEEL TOP BRACKET WITH 14 GAGE ROLLER HOLDER SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM, TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2- ROLLER WITH 7/16" DIA. STEM, TIRE: 7 BALL STEEL. (9 X 8). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK (MUST ENGAGE BOTH 3 STRUTS TRACKSONDOORSWITHEXTENSIONSPRINGS). 3" 20GA SEE DETAIL A) I GALV. STEEL END HINGE COMMERCIAL OPENING HEIGHT 63- ( 9 X 8) ATTACHED WITH 5 FASTENERS. 14 GAGE. (SEE DETAIL C). DOOR HEIGHT) a GALVANIZED STEEL STRUT. ATTACHED WITH 1 % 3/4" SE LONGHEXHEADSELF2 BRACKETS EACH SIDE) DRILLING SCREWS. COMMERCIAL ( 9 X 7) 2 PER VERTICAL STILE) 42" ( 9 % 7) POLYSTYRENE THIS STRUT ON HINGE LEAF. ( SEE DETAIL C) OTHER STRUTS IN MIDDLE 37" (9 X 8) INSULATION 3BRACKETSEACHSIDE) INSULATION STANDARD OF TOP & BOTTOM SECTIONS. COMMERCIAL ( 9 X 8) FOR MODEL 735 20 GAGE END STILES - FASTENED WITH TOC- L-LOGS TO PANEL. USE END CAP OVER END STILES ON 9 X 8. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12' GALV. AND PREPAINTED STEEL 6- D TYPE NAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE MODEL 750. 755 2 LAG SCREW - 5/16 X 1-1/2` SECTION B—B 20 GAGE GALV. STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 1B GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A- FORSPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2"' FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P. S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'- 0" 7'-0" 22.9 26.4 34.4 39.6 9'- 0" 8'-0" 19.2 22.2 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8" HEX BOLTS & NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES _pE-51737 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 972 492-9500 Professional Engineer's seol DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Provindlded only for arification of wtoad construction details. 1- 3/8" POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750, 755, 426. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. 1. 25" I 3" A 9' SINGLE CAR) CENTER STILES AND HINGES X 16" AIR VENTS 1 COLUMN) REQ' D. 60 S0. H MIN. TO AL OPEN A). OPTIONAL. 1 USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, 2. 75" END DETAIL A 20 GAGE END STILES 3" 20GA WIDE STRUT 7ON 20GAGEENDCAP U 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FBC FL 15080 9 X 8 P. O. BOX 8915 LITTLE 295AR 1981 501) 562- 1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE 2866 3/ 10/08 RLB 0_EG-11/64' DEc. i:.a1s ANG. f r- NEXT LEVEL DATE: 11 1 07 DWG. N0. 99—B- 079 2846 11/1/07 RLB E.C. N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH SHT 1 OF 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO 4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. OPENING HEIGHT # 4 NOT OVER D OR HEIGHT) 3 4 BRACKETS EACH SIDE 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2" LONG GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT k NUT USE EXTRA 1/4" X 3/4' HEX HEAD SELF ll DRILLING/ SCREW SHEEi2FAEYAL"SCREWS, a ALV. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE D ON THE WEIGHT THE DOOR. 63" (16 X 7) 74"(16X 8) 42" (16 X 7) 50" (16 X 8) 21" (16 X 7) 24" (16 X 8) 20 GAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9' 6—D TYPE NAIL MIN. T- SECTION B-B I OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'—O" 18.7 20.8 28.1 31.2 16'-0" 8'-0" 18.7 20.8 DETAIL D 16 GAGE GALV. STEEL 5 STRUTS 1 TOP BRACKET WITH 14 DECAW20 " I33" 20GA 1 6 % GAGE ROLLER HOLDER WDE 16 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2" ROLLER WITH 17/16' DIP. STEM. TIRE: ST EL B 16 X 7 7 BALL SHORT STEM J11 16 X 8 10 BALL LONG STEMOPTIONALLOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). 2" — GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL WITHSTRUT, 4"AXH 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1 /2" POLYSTYRENE INSULATION STRUT ON UPPER PART OF STANDARD FOR MODEL 735. SECTION OVER HINGE, LEAF. DETAIL B). SEE 1-3/8' POLYSTYRENE 21. OR 24" HIGH INSULATION OPTIONAL PANEL GALV. AND FOR MOD. 726 730. 750, 755, 426. PREPAI NTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750, 755 I 13 GAGE CALK. STEEL Jj BOTTOM BRACKET ATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2" FASTENERS. BOTTOM BESECTIONA —A ORREWBEL WNROLLER. 20 GAGE GALV. STEEL CENOVETERSTILE TOG—L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8' HEX BOLTS dt NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IX—HL 56.5U8—H-12UJ LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/OASMA 108-05. FL—P-51737972E492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal wiovided only for veriicationndloadcast—lion detoils. OPTIONAL SSB GLASS LIGHTS CONSTRUCTION STRUTS 1 7' OR 8' B 16'(DOUBLE CAR) 4("))X 16" AIR VENTS OPTIONAL HRMIIN. TO ALO PWEN LONG PANEL AREA). OPTIONAL. CENTER STILES (5 COLUMNS) EMBOSSES CENTER HINGES (3 COLUMNS) USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE h RAIL. TYPICAL. FOR EACH 1. 25 f-- 3" 20GA WIDE STRUT 16 X 7 3" 18GA WIDE STRUT 16 X 8 20 GAGE END STILES 20 GAGE END " CAP o 0 DETAIL C I L.H. NOTE: DOOR MUST BE INSTALLED WITH EITHER {W ELECTRIC OPERATOROR ALOCKENGAGEMUIT16X7DETAILBTRACKSONDOSWITHEXTENSIONSPRINGS). NOTE: GLAZINDEBRISGDOES NOT REQUREMENTSTINFFBCP T1 6' X 8' FL 15080 P.O. BOX 8915 LTTLE ROCK, AIR wMN®SORDOOR721989151(501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE FRAC. f 1/64' DEC. .01s ANG. t V 2866 3/ 10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. 99_B_ 079 2848 11/1/07 RLB DATE: APPROV. E SCALNE NCNEESHT2 OF 3 Florida Building Code Online Page 1 of 4 FL17676.9 9}}pnpr reitif SCIS Home j Log In j User Registration Hot Topics Submit Surcharge Stats & Facts Publications j FBC Staff BQS Site Map i Links i Search I Busines ka, Product Approval Professi I USER: Public User tRegulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Y Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 FL # Model, Number or Name I Description 17676.1 13540 SH 13604 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI t 7676 R2 C CAC APC 3540 Fin 40x66 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame 1 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 4404.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: floridabuilding.org/pr/pr_app_dtl..aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odfASTME1300-04. 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL1767G R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.udf Created by Independent Third Party: Yes 117676.13 13540 SH 152x72 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84 Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Rev.pdf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf 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.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The smalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: CreditQrFdE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Uelidator / Operations Admin 1w) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 1.7030-0370 Attn: Rick Sawdey AAMA CERTIFIICAPON PROGRAM. AUTHORIZATION FOR PRODUCT CI*RTIFICATION The product.desalbei beow is hereby approved for:i'istinTin the ae>Q Issue of the AAMA Certified Ptoducts Directory- The approval s based on 5uc fiul completion. of tests, and the repo. r ing to rile Administrator oithe r subs of.t sis, ar6orxipanieci by related dratiMngs, by an :AAMA Accredited Laboratory. 1 _ The listing below will be added to the neat published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAtWRMAtCSA101lt.s.?m m-os LC-PG40'-G14x2134 (3tut84)-H Negative Design Pressure = -50 psf COMPAW AND CODE CPD NO. SMES MODEL'& PRODUCT. DESCRIPTION MA)amum.SIZE TESTED 3540 SH (FINLESS) FRAME SASH MI Windows&Doors, Lt.0 7157 PVC)(OtX)(lG)(1NS GL) 914 arum x 2134 mm 861 mm X 892:mm REINF)(inq)(ASTM) 390" x 710") 2110".x 2'11") 2.ThisGertification .will expire. -July 27, .2020 (extended from .luiy 27, 2015 per AAMA 10344a) and requires validation untii.then by continued listing.in the .current AAMA Certified Products Directory. 1. Product Tested and Reported by. Architectural Testing, Inc. Report NO.: B1910.01-109.47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc:. AAMA JGS ACP-04 (Rev.1/11) Validated for Certification 11 "h' 4-4- . I!= led Laboratories, Inc. Authorized for Certification Ameri.Architectural Manufacturers Association 36" MAX, ., FRAME wlOT'Fi I j 4" MAX 1 ANCHORS 'TG BE EQUALLSPACED, SEE A I i NC' iiCR taiA!'2' i; HF.T", 1 FOR UrJIT' \ Slit AND ANCHOR \ i OIJANTITY O / ! L 84" MAX. FRAME: HEIGHT X 4' MAX. 1........................................................................................................................................................ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. 01-50.OPSF NONE Number of anchors requ At each amb Height in) Panel width in 24. 0 T30.0 6.0 24. 0 2 1 2 1 2 3" 2 2 1 2 36. 0 3 3 3 42. 0 .. 3 ... 3 ...... 3 48. 0 3 3 3 54. 0 3 3 4 60. 0 4 4 4. 66. 0 4 4 4 72. 0 4 4 5 78, 0 4 4 5 84. 0 4 5 5 TABI- F. OF CONTENTS SHEET NO. DESCRIPTION 1ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 `• INSTALLATION D" TAILS DESCRiPrOry I DP.TE anPROVED NO I ES: L 1)- Thi:.:: PRODUCT SHOWN NEFiciiJ IS !)E:::9I SIJfi:U ANDMANUP:ACIUF2EED !.) COMPLY .Y!Tf'! REOUiREMEN'TS OF THE FLORIDA BUILDING CODE. 2) 'th/ O0i) rRANCNG AND MASONRY OPENING TO BE DESIGNED AND ANCHORED To PROPERLY TRANSFER ALL LOADS TO STRUCTURE, FRAMING AND MASONRY OPENING IS THE RESPONS01-I1Y OF 1HF: ARCHITECT OR ENGINEER 0:r' RECORD. 3) IX BUCK OVER MASONRY/CCPICPETE IS OPTIONAL. WHERE 1 X RUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH .APPROVED COICING OR AIEMBRA.NE. SELECTION OF COATING OR IMEMBRANC IS THE RESPONSIBILITY CP THE: ARCRTEi: CTOR ENGINEER OF RECOF'.Fi. 4) A' i, O1k'ARLE STRESS INCR`;ASE C?! 1/3 WAS NOT USED IN THE DESIGN OF THE: PRODL1Cr SHOWN HEREIN. WIND LOAD DURATION FACTOR C:d-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID P'VC, 6) SASH UNITS MUST B.F.. REINFORCED WITH GVL-451-070 STF..F.L REINFORCEMENT. MEETING RAII..S MUST BE REINFORCED WITH RF--!04S--02q STF.,F..(.. REINFORCEMENT. UiJ('T'S MUST' NE GLA E1:1 PER AS'IA E:1300+ A 8) APPROVED IMPACT PROTECTIVE SYSTEM ii R3-C 2-RE:12 FOR 'Tills P?ODUC,•1 IN WINO BORNE DEBRIS REGIONS. 9) SHIM AS REQUIRED, AT EACH INSTALLATION ANCHOR WOH LOAD REARNG SHIM. SHIM WHERE SPACE' OF 1/16" OR GREATER OCCURS. I''AXIMUM .ALLOWABLE SHIM TACK. 0 BE 1/ 4". 10)'FOR ANCHORING INTO MASONRY/CONCRETE: USE: 0/16' IAF'CONS WITH SUFF-CIENT LENGTH IC',ACHIEVE' A 1 1/4" MINIMUM LMBEDMLN'T INTO SUBSTRATE WITH 2 5/8' MiN! MUM F.DGF.: I)iSTANOF, I.00A:TF. ANCHORS AS SHOWN IN ELEVATIONS ANC INSTALLATION. DETAILS. 111 FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE #8 'WOOD SCREW 'WITH S!.JF'FICIEN' T LE:NG'D1 TO ACFI!E:V(:: A 1 .:/j1fi"-MINIMUM E1,11--0)MENT INTO SUEiS?12A.1E. UDC ANCHORS AS ;,.>IOWN IN ELEVATIONS AND INSI:ALLAT"IONJ DETAiL S. 12) ALL. FASTENERS TC BE CORROSION RE;SV;VANT. i3) I!JSTAI. I.AT!ON ANCHORS SHALL,. BE, INSTALLED IN ACCOW)ANCE. WITH ANCHOR MANUFACTURER'S !NSTAL. LATION INSTRUCTIONS. AND ANCHORS SHALL. NOT BE. l},FD IN TUBSTRA r'.; WITH S`RENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOT) - FA! NIMI.M SPFCIPC GRAVITY OF (:-0.4.7 El. CONCRETE'...... MINIMUM COMPRES-SIVE S'I'RENGI'H OF' 3,192 f'SL MASONRY -- STRENGTH CONFORMANCE TO ASTM C 90, GRADE: N, TYPE_ i (OR GREATER). SIGNED: 10/ 21f2011 M65o WINDOEST WS SANDDOORS KET STREET \\\:S R ( o // z GRANTZ, PA 17030= 0370 `•y C Np .'.S SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW ± k VA 6 STEEL REINFORCED - NON - IMPACT 36" X, 84 p ELEVATION, ANCHORING LAYOUT AND NOTES ::-p •OF DRAWN: D:vG NO, V.L. 08- 01372 SCALE NTS IDATE 10/17/11 SHE'T1 OF 3 a ewr o FFAMiNG BY am . a BUCK yP ae:cmm r GE 6 BE ue a Bm » mom § SEAL.ANT Ermo LEE IN e, y APPROVEA) SEALANT. WEAD c y SE I w ABED 7 APR9 SILL TO » IN e: OF A.PlINuVED maven . v+s 9¥ 7.. ....... 2X myr e c E6, a wen e VERTICAL 2osS3co@r BE emRm« uen »ma«mo Gar m j , MAX.w& w . ww mm » r ; ea, rRa* BY OTHERS. a RUCK TO E PROPERLY me EXTERIOR. E w BE c IN E: 7 m . HORIZONTAL c i SECTION amcKIWFRAMING ITLAT, KIC e mme «DE men m. > By cues C. LARLTY. WINDOWS S 0ow MARKETaa2, PA 9gy2gcE#spa SERIES , wo mEg Rc SINGLE HUNG WINDOW STEEL mNmm@ - NON -IMPACT #`x & m INSTALLATION DETAILS om\ TAT ()F w w en 2 V. R-@ 7y RILE , 0 9a, 9 OF HY CSTI•iERS TIONA.. i a. BUCK BY a, 1 S ... .. n NOTE 3 SHE;". I t I iMAV.._..... G FLANGE "w LIE li i APR( ED SEALANT HEAD TO BE Sear iN A BED 1E APPROVED CONSTRUCTON SEALANT EXTERIOR I `'1' J INTERIOR Fi 1?::)PI ' P ter. FY ADHE:Sii'•iii: r''LANf;E T"' BE ...., !/4' MAX. SF..i'iN BED •.. R' ;:O O , t ;s.I,n.4 4PPPCVFD :>Eiu.JlfdT .I _..._._.._..._.__.:. ........................ F... OP71 NAL ':X H;'1V, BY..../ d' v u'i .IH:i?; .. L. r1rIR „q2 ...1.,.. OTF'.ERS, 1 X RUCK . TO HL. PROPERLY ^E<;:JIRc_L;. SE%. , NOTE 3 SHEET 1 _..._...._J VERTICAL „CROSS _SECTION MASONRY/CONCRETE INSTALLATION SCRIP1?04 I I 3 l' IA..,GN MASONRY; Ccl! BETE: ,. I BY r { INTERIOR a 1 J...........:_{.... I t 1 W EXTERIOR 1' iElp'r;, tX 'ti!J;: C, BE PFUIPEPLY SEUIR':.D. SEE LANGE TOBE t;,TE .:, :SHEET T 4r..T IN HtD . , A,^•-PRt:. vED SEALANT HORIZONTAL CROSS SECTION MASONRY/CONCRETE INSTALLATION WE I APW'iri4'D NOrE: INTERIOR . AND EXTERIOR FINISHES, BY OTN:E:.R'. , NOT SHOWN FOR CLARITY. M650 iwoQWESTMARKETS % IU DOORS R I R:L1o,9f1, STREET GRANTZ, PA 17030-0370 4,•tt ENS`.(p 0 61 SERIES 3540FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED — NON —IMPACT 36" X 84 o jLay AT INSTALLATIONDETAILSOFt1r-. y GUAPRi:% Fd' V. O8 `, o!137z i i S/ONA, AlE: GAiF.: NTS 10/17/11 3 OF 3 4 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-4695 rllomas@hiomaspe.com Manufacturer: MI Windows and moors 650 West Market Street Grantz,.PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No. 511989 Compifance: The above .mentioned produathas been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The pro uct listed herein complies with requirements of the Florida Budding Code. Suppurtlrfg Teatrnfcaf DocurneRtatton,• 1. Approval document drawing number Ot3-01372. tided Series 3540 Finless PVC Single Hung -ndow - Non - signed and.sealed by Luis Roberto Lomas P.E. 2, 'lest report No,: 81914.01-109-47, signed anal seated by Mlchaet D. Stremn ei,•P.E. Architectural Testing, inc:: York PA AAMAIWDMAICSA VIII.S.2VA440-05 Design pressure: +40.1.01-50.13psf Water penetration resistance 6.06psf 3. Anchor'bWcUlations, report number511989-1, prepared, eigned acid seated by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +40.01-50.0 psf Maximum unit size: 36" x 84" Units most. be glazed per ASTIVI E 1300-04. Frame and sash material: Extruded Rigid_ PVC: Sash stile and rails and fixed meeting rail .reinforcement Ralf formed steel. This produrtis not rated to be used in the HVH4 ibis product is not impact resistafit and requires impact proteetian fin wind borne debris regior+s: rnstartadon Units must be Installed in accordance with approval docurnent, 08-01372. Carttfcafto 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 repot is being rued. Also. t don't have nor vAll acquire a financial interest in zing other entity invoiced in thb approval process of ftie Wed prodUcgsj. 1 of 1 t4 fZf f 1l o 5ice 7i gip,+ TAT OF •;- ctRtpA' S' 1lffltit Luis: R. Lomas, P.E. FL No.: 62514 11/ 07/2011 Florida Building Code Online Page 1 of 4 FL17676.16 e r Rdc, gyajrrm: BQS Home ;Log In User Registration Ho[ Topics Submit Surcharge 1 Stats & Facts Publicat cans FBC Staff BQS Site Map ; Links ; Search j Busines' Professi© al z Product al USER: PubliccUser UserRegulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 12/ 03/2015 12/ 04/2015 12/ 06/2015 Year 2008 httns:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 I Florida Building Code Online Page 2 of 4 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.odf Approved for use outside HVHZ: Yes Quality' Assurance Contract Expiration Date" Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate' Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.r)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be alazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers AssociationICreatedby Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports C-reated-by-Independent Third Party:-.__... 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.odf Approved for use outside HVHZ: Yes, Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30. Units must be glazed in accordance with rL17676 R2 II Install - 3540 SI I Fin 44x04.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers ASTM E1300-04. 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 EL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure:+35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.ndf Created by IndependentThird'Party: Yes Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40 36x84 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x84.pdf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf 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.pdf Created by Independent Third Party: Yes 17676.11 13540 SH 148x96 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 48x96 pdf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL1767fi R2 II 08-01371611.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.pdf Created by.IndependentThird Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.udf - Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APQ 3540 FLS 52x72.pdf Approved for use outside HVHZ: Yes Quality_Assurance ContractExpiration_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 512141.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17576 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No fl-17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for -use -outside HVHZ: Yes R2 C7326 01 3540 AWS IG fIN 48X72 R35 (072016) Rev.odf- Impact.Resistant:-No- . Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must.be glazed in accordance with 07/20/2016 ASTWE1300-04. installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 35Q CHS Fin 108x74 odf Quality Assurance, Contract Expiration Date 04/12/2017 Approved for use outside HVHZ: Yes Impact Resistant: No Design :Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.0df Verified By: American Architectural ManufacturersASTME3300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address H 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 avallable to the public To determine if you are a licensee under Chapter ASS, F.s., please dick Lem. Product Approval Accepts CreditSAFECarel https://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG.l... 5/26/2016 Vedidaiot #ODt ns ;t+ir+L4`trafo) Mi Windows & Doors, tnm P.O. Brix 370 Gratr, PA 17030-0370 Attn: Rock Sawdey AAM4 CERTIFICATION PROGRAM AMHO.RIZ ,noN FOR PRODUCT CERTIFICATION The pry defied teow is biamby dppmved for ftst ng i4 ttie ne4 issue & the AAMA Oedffl ~d Pltbiduds Rn bory. `Tile #Oprovai is based tut su l uompWo.n P tests,; and the reporting t4 the Adrtrinistratot of the results vtfesb. jawM4xariedby related draWings, fry- art. MhA=' edft'c( Laboratory 1. Tie lisring below vAll be added to the nekt pubfthed: AAMA Ceffiied Products Dkedoty_ St?€CiFICATItk+t. AANIAIYVONWI.CS". 1 Q UI.S; IA 40-i18 tECORO OF PRODUCT TESTED Negative ties}fin Pr re - -50.W SERIES MODELAVRODUCT liltAUMAAPNXAtW3OfAEMNO. UESGR1Ptlrf?I 5t? T Ti:n 3540 TRIPLE SHM.... FRAME SASH Ml1!Yxltiows $ i)oars; Inc. nc. ,c } MM x 1M:MM 0 nip x.919 MM 0017 {rvcxo i0ode.. tM #NS OLXREIIF)(i' T)'(ASTM) 9'tI x 04") (Vir x 2-' this OedificationivAll expire Apri1:12, 2017. and requires validation until then by continued listing in the cumerit AAMA Lertitied Products Urectory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C732741-109-47 Date of Report: May 7, 2013 Validated for Certification A ted Laboinc. Date: May S, 2g13. Authorized for Certification Cc: AAMA JGS r ACP- 04 ( Rev.1111) American Architectural Nianufaciurers Association h ELEVATION to>3" 12" 0.0 2' typ. 2" typ. _ TT— layoTH maL A.W CLEARANCE ALL FOUR SIDES) WHICH. S THING Min Edge Distance JAMB DETAIL Anahor See=3pctioi talis) a Wft Min!. Edge" SILL DETAIL HEAD DETAIL Notes! 1. Installation depicted: based off of structural test report C7327.01-f09 47. AS NE HEADER 2. Woad screws shall satify the National Design Specification for Wood Construction for material type and Doulk under INTIRE dimensional requirements. Derimster of, Nailing fin before 3. Wood buck installations are assumed 2x fastening. S-P"F (0-0.42) or denser.. Buck width shall be greater than the window frame. width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4, Wood screw lengths shall be sufficient to guarantee 1-1/40 penetration into wood buck. 5. Maximum shim thickness..df 1/*" permitted at each fastener' location. Shims shall be load bearifig, non - compressible type. 6. These drawings depict the-detpils necessary to meet structural food requirements. They do riot address the SHIM AS air infiltration, wafer penetration, intrusion REQUIRED or thermal performance tmquirements of the instatiatfon. DRYWALL 7, installation shown,ls that cf the test Window for the alter shown and the G .X 1-5/8 SCREW (SHOWN. WITH 1/2" 'design pressure claimed. For window SHEATHING MUST ACHIEVE t-1/4" fiats smaller than, :shown,, locate fasteners approx. 2' from.. comers and PENETRATION: INTOSTUO. .. no more than 12" on center, Design pressures of smaller Window sizes are limited to that. of the teat window. SIZE AND .DESIGN: PRESSURE: CNART FASTENER TYi?E,AND_.SPACING SHOWN' MILL ALLOW DESIGN=PRESSURES UP TO +35/-5it UNITS. UP TO10$' z 74' SEE TEST REPbRTS FOR INDIVIDUAL UNIT SIZE ,AND APPLICABLE DESIGN PRESSURE LIMITATIONS) mil. INSTA Ti0 1 INSTRUCTIONS V, M. R. O ;20-09 d< TEN F SCHEDULE — FIN— E ijc ONO" 3540 ,Single Hung NONE is a 1 window$ &_;06br§ a.ReaIWII Gratz, Continuous Head and Sill PA &%oSHCONON 0- 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. 1 X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED, FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS I - I DESCRIPTION I DATE I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 350OSDUTES, 3500SP, 354OPX, 3540T, 3540SOLITES, 35405P, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 324OSDILITES, 3240SP, 3500HPPW, 3500HPT, 350OHPSDLITES, 3500HPSP, 3580WP, 358DT, 358OSDLITES, 3580SP, S-3500PW, S-3500T, S-350OSDILITES, S-3500SP, S-354OPW, S-3540T, S-3540SDLITES, S-354OSP, M-3500PW, W-3500PW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. Tlzhm_' T'txtj_-" Q.L-._s L' gs 644, c TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES DRAWN: 2 ELEVATIONS N.G. 3 INSTALLATION DETAILS SCALE NTS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES 08-02859 16 ISHEETJ OF 3 SIGNED: 0211712016 2" 96" MAX. FRAME WIDTH MAX -- 10" OC. -{ 2" MAX MAX I 2" MAX J 10" MAX 10" O.C. AX, AME IGHT SEI FOI OF OF2" MAX SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50. 01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. ( 2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE I Height 1 36.00 CHART # 1 NUMBER ANCHORS 96. 00 REVISIONS DESCRIPTION DATE I APPROVE[) MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 11030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION DRAWN: DWC NO. N. G. 08-02859 SCALE NTS I DATE 02/04/16, 1 SHEET2 OF 3 SIGNED: 0211712016 Illllilll// v •, ENSF 9tS''` 1k• 0 81 •'_ 4ATEOF,•'•! REv•' 0l0RlOP. v APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK WSTALLATION INTERIOR r WOOD FRAMING BY OTHERS 1 /4" MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS REVISIONS ac DESCRIPTION DALE APPROVED MAX WOOD FRAMING I SHHIMIM SPACE BY OTHERS 6 WOOD INTERIOR SCREW 1 1 /4" o MIN. a EMBEDMENT APPROVED 0 SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE — EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE y. vDESIGNEDINACCORDANCEWITHASTME2112 "J:1 ynL. j l• V 6Liq v 0'A SIGNE D:?0211712016 MI WINDOWS AND DOORS 51 111o//' 650 WEST MARKET STREET GRATZ, PA 17030-0370 V, d+ ` SERIES 3500 FIXED WINDOW v\+ENSF• 96" X 60" NON -IMPACT FIN INSTALLATION DETAILS p AGOF,',40 DWG NO. REV I a ss (iRl DRAWN: N.G. 08-02859 ZONAL E \\ 7jIIII1111111\ SCALE NTS DATE 02/04/16 SNEET3 OF 3 Florida Building Code Online Page I of 3 18504.2 Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.pdf 1710.5.3 Method 2 Option B https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2/o2ftCOhpJQgi... 9/6/2016 9OT 3'/8° COMBINED WIDTH W 1 83" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) Nj 10 3/Ue COMEIINE:D WIDTH W1(- W2 83° FRAME WINDOW WINDOWH}TIGHT MULLION I SPAN) F_ 1117 3/8" COMBINED MOTH 83' J::: HEIGHFRAMWINDOHEIGHT(MULL) : ipAN) a W1 107 J/8" COMBINED WIDTH ogstgn P MsW M rating (P'Q Unttsvichored into wood fmfntng Mullion I span (( rr)[77. 8 T MO butayWidth 36: 00 42.00 3n 48: 00 62.13 5. 00 130.0 130,0 130r0 130.0 13D,0 3T 38 13 .4 127.2 127.0 127.0 127.0 4$. 63 94:3 77.9 73.8 72.1 72.0 02, 00 70:B 56.0 51.5 48 6 47.4. 65, 63 65:8 51.7 47.3 4'4.4 43.0 72. 00 587 45.8 41.4 38:5 37,0. 84 tl0 821 46:0 33.1: 2 % 1 26:3 24.9 I 107 3/8" 7 COMBINED WIDTH vI W2 -- I FRAME i IIVOOW lNDOtN HEIGHT MULLION SPAN) / f I {--J / 107 3/ 8-- COMBINED WIDTH W1-11-------- ; 2 - 3 " WINDOW - FRAME , ! 1, 11716141 kY11Y4Q.t$ NII t2Q MULLION f SPAN) W11 C W2 107 3/ 8 COMBINED WIDTH REVISIONS REV DESCRI. 110N DATE APPROVED A REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/ 8" COMBINED WIDTH W I .... _.................... W2 ......_............. f 83" WINDOW / FRAME WINDOW HEIGHT WINSMULLION / SPAN) Ll W1-II- W2 - 107 3/ 8" L:-COMBINEDWIDTHAPPROVEDCONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 318" AS SHOWN HEREIN. Design PrM MV rating (PSI Untts.anchoredInto masomy/concrofe Mullion Van( In). Tributary width 18,13; 2s 5,tl •3&t!0 42 0tl in 4t 00 . 32.13 25,00 130.0 130.0 130.0 139,0 M0.0 130.0 37:38 130.0 130.0 130.0 1. A 130,0 130.0 49,63 130.0 1130.0 130.0 1300 130:0 130.0 62.00 130,0 115.4 87.8 79.3 73.9 71.5 130.0 96:8_ 729. 655 60.5; 58.2 T2.00 99.3 72,4. 54.0. 48.1 44,0 42,0 a4 00 62,1 45.0 33.1 29.1 26.3. 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL D, .WINO ZONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030--0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS ORAWIC Dvrc NO. V.L. 08-01445 SCALE NTS JDATE 01/11/12 SHEEi2 OF 3 SIGNED: 08107, 2015 09 i o TAT OF rh*` mVl' - * X i,Iiq X 0NAl. t ` L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlo m as pe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1 /8" x 84" Window units attached to mullion must. have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units 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 BEN TAT QE ORI . vN Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page 1 of 2 Regulation, Business & Professional Sm rMa Mrutl BCIS Home j Log In User Registration I Hot Topics Submit Surcharge Scats & Facts I Publications FBC Staff BCIS Site Map Links Search Busines ProfSS1 a Product Approval USER: Public User Regulafbh utt IW20ho! Ming a LhA > Apyllgtloi>, Dew FL # FL12019- RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/ Email 5140 W CLifton Street Tampa, FL 33634 813) 884- 0444 lyle. pestow@acre- metals, com Authorized Signature Vivian Wright rickw@rwbidgconsuitants. com Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Panel Wails Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W 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 3. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence f3,12014 R5 O.OI C ir3tp s7f Ind@Dendence.odf Referenced Standard and Year (of Standard) lStandard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D bttps://www. floridabuilding.org/pr/pr_app_dtl..aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 5140 West CUBon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with ilia 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or Tx 2" batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS ,... SHEET R DESCWTION 1 T ical elevaflons d.generatnotes 2 Panel details 3 Sbfrit details & desn pressures 4 Soffit details & desl n VMSSUPOS 5 Soffit details, design pressures & t)ll,ef materiels _ TRIPLE 4IN T- 4d12 Gall S THICK) T-" 14 (MI351HIN QUAD 4 (Q4) C". 012 (.01IS-THCK( Q- 4014 013.51THCKI lt 1 j j n 71t1 1111 1t p U CO t_ U o 0 Z U t, M LLi magi" VzAS z 0 sr; JX Ov: LFS MN - A' W.: R.- 12019.1 ET __ r__ oF _s.. r ROOF OVERHANG SPAN "'A ' SPAN 01 k t ..e mSPAN " - } ROOF OVERHANG ROOF OVERHANG '. Cf; d yyyg om ROOF .. ROOF ROOF ;' . z ` ' F _r FRAMING FRAMING FRAMING N m onmz ALUMINUM ALUMINUM FASCIA. t a x z FASCIA `y. Em o $ TRIM' r0 w TRIM ` 4 a:N7 0ZfT T (MU OR `.- Y SOFFIT -L CMU OR V iJJt SOFf1T CMU OSOFFIT WOOD W9ND LRAMEID SdDETAIL' C' FRAMED "SEE DETAIL"A" FRAMED SFF.AIL" B."A" j SEEDEfAIL" B" ........%% SEE,D(TAn."Da SEEDETAII."C .......// SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w I -CHANNELS SIDE VIEW - SINGLE SPAN w/7-CHANNEL Shown wl truWJ ing cantilever) (Shown wl trusWImming cantilever) (Shown wl truWfrarniixt canglever) cn n w y SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSf) POSITIVE NEGATIVE B" 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 t4" 38.5 38.5 j6- 30.0 30.0 ZE TRIM NAIL ATTACHED m . THROUGH FASCIA NOTE: m ti06 16" O.C. MAX. FOR SQUARE CUT OVERHANG, STAPLES INSTALLED 012" O.C. (INTO WOOD) vQw TRIM BOTTOM OF FASCIA FLAT M J CIIANNEL SLOT OR T-NAIL @ 12" O.C. Ti) o 0 AGAINST PANEL INTO WOOD OR MASONRY) 1 a g STAPLES LOCATED $ 2f O.C. INTO FRAMING l i' STAPLES LOCATED 24" O.C. INTO FRAMING v U a' iy a a 1i z a NOTE: WOOD FRAMING AND CONNECTIONS TO BE STAPLES INSTALLED r'eg DESIGNED BY THE ARCHITECT OR ENGINEER END OF PANEL AND I OF RECORD B" MAX. O.C. 4. ( SEE DETAIL "J ", SHEET B) I 118 11' T/ 8"MAX. _. ' Is :MAX. 10 i p c S. ga. n u -y l" MAX. z DETAIL A _ Fascia DETAIL „ C „ m Max. J-Channel STAPLES INSTALLED ® 24" O.C. (INTO WOOD) Z 1" MAx.. ON F-CHANNEL LEG OR T-NAIL @ 17 O.C.oun 1f9 Oh " z - - STAPLES INSTALLED ®1 T O.C. (Mid WOOD) E (INTO WOOD OR MASONRY) IN J-CHANNEL SLOT OR T-NAIL @ 12" O.C. 5 A N.T.S. STAPLES INSTALLED @ 17' O.C. (INTO WOOD) n rr JK 5 mIN F-CHANNEL SLOT OR T-NAIL 012" O.C. DETAIL D SUBSTRATE NOTES: ox.: W.. LFS 5 1 8 10 WOOD OR MASONRY) I. WOOD SUBSTRATE: G = 0.42 OR BEITER ORAwPuo W': r n ( ) J Channel 2, MASONRY SUBSTRATE: 3,ODO PSI CONCRNE (ACI 301) FL 12019.1 0 DETAILBFasciaORHOLLOWBLOCK (ASTM C90). m s mar 3 F- Channel Ors o N REM DESCRIPTION MATERIAL 1_; FASCIA 0215 THK. AL. 3105- H14 ALUMINUM 2 T CHANNEL 015S" THK. AL. 3105 - H24 ALUMINUM 3 F CHANNEL .0155"THK. AL. 3104 - H19 ALUMINUM. 5 QUAD 4 PANEL L.0115 OR .0135" THICK AL. 3105 ALUMINUM 6 - TRIPLE 4 PAN[1 (.0115 OR .0135' THICK) Al.. 3105 ALUMINUM 7 15 x 13/4"TRPA NAIL S.S. 8 18" GA. X 1M 5S STAPLE w/ 718" MIN. EMBEDMENT) STEEL 9 X 2' BATTEN STRIP jG=.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT.15/327 PLYWOOD OR BETTER WOOD 11 097' DIA. T-NAIL w/ 5/8" MIN. EMBEDMENT) STEEL 12d X 3-1 /4" N.D. GALV. STEEL DETAIL" H " I X2 VERLICAL FRAMING (G>=0.42( ATTACH w/ 2 8d COMMON NAILS B TOP 10 ROOF FRAMING g: STAPLES INSTALLED 0 END OF PANEL AND if, MAX. O.C. SEE OETAIL'J') MAX. " UCIATL" J" ROOF CYEREfANG' SPAN" A " ROOF f.] Eg si.1t m g`a a m 1 r"`ErumM SEEDETAIL"B G V C7 Z QErnzm , SHEET 3) N o C A r W + mdn. f i is 1. ; & :11' ",. A N . 12dX3.1/4 H.D.GALV.STEEL CMU GR COMMON NAIL 0ZVO.C. i SEE DETAIL "A" WOOD FRAMED F aw/ 1 1/4" MIN. EMB. SHEET 3) CONTINUOUS SEE DETAIL"H BATTEN OCL rY. SPAN aJ z w o SIDE VIEW DOUBLE SPAN w./BATTEN.. a N y STAPLES INSTALLED 0 END OF PANEL AND Shown w/ truss/framing cantilever) F y 8' MAX. O.C. a SEE DETAIL "J "1 III} xsSPAN " A DETAIL" I " TWIN SPAN LENGTH w/CONTINUOUS BATTEN A• DESIGN PRESSURE (PSF) POSRNE NEGATIVE ts" 70.0 70.0 tB" 66.5 66.5 20" 60.0 60.0 24' t+ 54. 50.0 50.0 ROOF OVERHANG SEE DETAIL"G" SHEET 4) SEE NOTE 2 I i ` CHU OR SEE DETAIL V.„J &. 1 FRAMED SEE DETAIL' A" SHEET 3) SIDE VIEW - DOUBLE SPAN w/BA..TTEN . Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2.12d COMMON NAIL OR 3116" 9W TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE:3,000 PSI CONCRETE (ACI301) MIN. 1-1 /4" EMBEDMENT) ® 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). 21M jUncv e nZ0 LE, N.T.S. ay, JK m' On LFS RINO MJ.: P FL- 1201061 n0 tr 5.or..5_ n Florida Building Code Online r t Pagel of 2 q wf t cn a.anatru. n txr a{- Business k- Prnfksinnal Reaulatian D20gUteld BCIS Home I Log In I User Registration Hot Topics sines l% Product Approval USER: Public User Regu(atior submit Surcharge I Stats & Facts 1 Publications I FBC Staff' HCIS Site Map I Links 1 search yy.>P orAoottui n,?. BQltlisdl> APpflcatlarf Dttn7! FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@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 1 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden J Validation Checklist - Hardcopy Received Certificate of Independence i6 t7 g4 COI ATi130014 2014 FBC .Produd Evalua= Shinoies.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval 5iitiimLq of Products Method 1 Option D 06/28/2015 06/29/2015 07/05/2015 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HYHZ: Yes FLi630*5 R4 11 ATU3662,4 2014 PBC,?iaAiict-Evaluaflon 5hinales.p_dfApprovedforuseoutsideHYHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other. See evaluation report for limits of use Evaluation Reports EUk S R4 % ATI 13002:a 2614 FBC Product £traluation 5hinafes.odf Created by Independent Third Party: Yes RR Contact Us:: j,4,4Q 1QiM:FTOnroe Sheet. Ta Ss ee FL 37394 P[.850-497 74k The State of Flnrida Is ar, A r-F0 ^s:.'?L.;c:_. er-.,.. Y-N. ::Privacy Stater:r r.: :: a _ ."^'^•. A/ emp:nyer.. _ ..... _ r3u s,.y ._.9ca}rir...' Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850,487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees iicersed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emaits provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personai address, please provide the Department with an email address which can be made available to the pub8c To determine if you are a licensee under Chapter 455, F.S.; please click here . Product Ap®proval Accepts: itritu4t. i+rrwa z https:ll-,vww.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 CREEK TECHNICAL SERVICES, LLC EVALUATION REPQRT _ Certificate 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..50 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-0.1° AT' 13002 4 FL 16305-R4 Standa ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 1 M TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 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 provided for State of Florida product approVal under Rule 61 1320-3: The manufacturer shall no iTechnicalServices, 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 4 E, Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5B78) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878)- ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 10.7 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 86-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced; hip and ridge asphalt shingle with a Ardmore & Hampton) dashed; thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant'stripe that complies with ASTM D 3462; ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM°D 3462: Pinnacle@ Pristine, ASTM D3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle@ Pristine architectural asphalt shingle with two, dashed, the rmally-activated,,self-sealing.sealant Lifetime wlScotchgard stripes `that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D3161, Class F & ASTM D 7158, Class H fiberglass.reinforced, laminated Dangerrield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated, Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462.. ATL13002.A FL 16305 R4. _. „t?iige:2 of 9. This evaluatlon report is provided for State o[F1pi?idd product approval under Rule 6.1G20=3_: The r atH cWrer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid; This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION. GlassMasterO 30 & Basic Wind Speed (V„ u): Tough -Master@ 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ);: ATLAS.ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in,. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 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' NailsT.Ow W. ... 12" Figure 1. GlassMaster@ 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36A Nails 127 Figure 2. GlassMastere 30 & Tough -Master@ 20 6 Nail Pattern ATL13002 4 FL 163057R4 r. ayc This evaluation report is prWded for State of Florida product approval under Rule 61 G20 3. The manufacturer shall rrotlfjc CREEK. Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC Prol-AMT11 Architectural Basic Wind Speed (Vat): 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 miin. 19132 in. plywood or wood plank for new, construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly, slieathed 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 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 equirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Patternor "6 Nail Pattern" detailed below. 393W Figure 3. ProLAMTTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) ARn, 12 p.. ptURsd Mp N"—ftp nil win nM:.39'tie"d f• T7 1 ! ' i J — rt e fir. Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern 1TL13002: 4 FL 163051-R4 ., _Page 4.of 9. This evalua6oh report -is -provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. E.CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake U 6• Basic Wind Speed (V„u): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ); Installation (Non-HVHZ), ATLAS ROOFING CORPORATION Asphalt Shingles Max..194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in, plywood or wood plank for new construction; Min: 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min: 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12- Installed with 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 3A, l 12 UYrYP l I 6718' Figure 5. Pinnacle® Pristine and StormMaster@ Shake 4 Nail Pattern (Non-HVHZ only) Mm.12p Gware o-9,wh w dM in U' h d ooM.0000 0 0 C, O o 0 39 3R' 71? ,• 4cm C) CD co DMCX cofl oc3CM30 6 713• Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002;4 ._.. FL 16305-R4 page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (Wit): Basic Wind Speed (Vac): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min: slope: Installation (HVHZ); Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt'$tiing fes Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in., plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in,. plywood or wood plank for new construction; Min. 7/16 in;.OSB existing construction. In accordance with FBC requirements. 2`12 and in accordance .with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 85 in. exposure in accordance with FBC requirements and manufacturer's .published installation instructions. Shingles shall be attached using either"4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StorrnMaster® Slate 6 Nail Pattern ATL. 3002.4 FL 16305-R4. Page 6 of._9 Thisevaluai dhteport is provided for State of Florida product approval under Rule 61G20-3:- The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vat): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ). ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in.; plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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:_ r 12 r_ ]P I ri A.1-]h i :vlfn Figure 9. Pro -Cut® Starter Strip ATL13.002.4, FL 16305-R4 _ Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-1: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: ICRE.EK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„ it): Max. 194 mph Basic Wind Speed (Vasd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 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.. t.. 12 ga. 1-1/2" ring shank nail 12" 6".: j j Figure 90,, Pro -Cut@ Hip & Ridge ATL13002.4 ., .. L,16W5-R4.._ Page B of 9 This evaTuationreport is provided for State of Florida product approval under Rule fi1G20-3;.; 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. lcREEKTECHNICALSERVICES, 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 61G20-3.. COMPLIANCE STATEMENT - - The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. r,..> t a aii r#liri N)D 14021 STATE O F 0 2015.0602 9 12:55:4 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. END OF REPORT ATL13002.4 FL 16305-R4 Fage 9 of.9 This`evatuation report is provided for State of Florida product approval under Rule 61G20-3. The manufadurer shah 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. C . REEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Or Tampa, FL 33647 813) 480-3421 EVALUATION REPORT . _ FLORIDA BUILDING CODE ¢ H EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Subcategory: Code Sections: Properties: REFERENCES Roofing Asphalt Shingles 15072.5, 1507.23.1, 1523.6.5.1 Physical properties, Wind Resistance, Wind Driven Rain Entity PRI Construction Materials Technologies (TST5878) PRI Constriction 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 ATLA 19-02-01 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 Issued June 29, 2015 Year 200"9 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 _. FL 16.305 R4 _ Pt3g6.1 of 9 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM "D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100. TAS 100 ASTM D 7158 ASTM D 3462 ASTM:D.3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 This evaluation Feport is .pr+pirfdecl for State of Florida product approval under "Rule 61G20 3.: The manufacturer shall notify CREEK Technical Services, LLC of any -product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION. Asphalt ShinglesCREEK TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179=02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Storm Master© Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL1.30.02A FL 16305-R4 . Page: 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. E K ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC INSTALLATION GlassMasterlD 30 & Basic Wind Speed (Vut): Max. 194 mph Tough -Master@ 20 Basic Wind Speed (Vasd) Max. 1.50 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction', Min. 7/16 in: OSB existing construction. Undedayment In accordance with FBC requirements. Min. slope: 2i12-and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installation (HVHZ). Installed with 5-inch exposure,in accordance with .RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using. "6 Nail Pattern" detailed tiefow. _71 7- Installation (Non-HVFIZ):: Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using.either 4 Nail . Pattem" or "6 Nail Pattern" detailed below. Nails 12- Figure ll. GlassMasterna 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 3e Nails 12" 12" Figure 2. GlassMasterO 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 FL 1:6305-114 Pzve..3 of 9 This evaluation report is pxrvtded for State of Florida product approval under Rule 61G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (V„ rr): Basic Wind Speed (Vasd): Deck (HVHZ): rf 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 im 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. 39313' ... Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) r Ur W. 110 m" shwt mdn" "a WM 7112 3 TW CJ 69 (E) E3 -(E) :1 eD 6 1p' I Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 This evaluation report-'s provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall ri". ' 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. EK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ it): StormMasterO Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment. Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements: Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure :in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. .exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattem"'or "5 Nail Pattern" detailed below. 393• Figure 5. Pinnacle® Pristine and StormMaster9 Shake 4 Nail Pattern (Non-HVHZ only) r / 7 U. Figure 6. Pinnacle® Pristine and StormMasterO Shake 6 Nail Pattern ATL13002.4 FL 163.0.5-R4, paga.Z of 9 This evaluation"report is°ptrov'dWor State-ofFlorid"a product approval under Rule 91. 22Q-$ 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. ECREEK: TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V g): Basic Wind Speed (Vasa} Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max,. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using °6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern" or "6 Nail Pattern" detailed below. 1' I* I 9 I Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL130024 FL 16305 R4 Page 6 of 9 This evaluation report is provided for Stale of Flonda product. approval under Rule 61G20 3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro-Cut@Starter Strip Basic Wind Speed (V„a): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In,accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min.. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12.. Installed in accordance with RAS 115 and manufacturer's published installation instructions;. Shingles shall be attached as shown below, Installed in accordance with FBC requirements and manufacturer's published installation instructions, Shingles shall_be..attached as shown below . 36' i 12 fs. 1-72' diK suC i . Figure 9. Pro -Cut@ Starter Strip 13002.4 ... FL.163.0rR4 This evaluation reportts.prp $ded ftr.State of Florida product appr6VAI under Rule 61C20r& The manufacturer shall notify;> REEK_ Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein- ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„u): Max. 194 mph Basic Wind Speed (Vesd); Max: 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min: 19/32 in,. plywood or wood plank for new construction; Min. .15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed. min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undedayment: In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements.. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and.manufacturees published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12"_ 1 12 ga. 1-1/2" ring shank nailr i. 6" j j f Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 This evaluation report is provided for State of Florida product approaal under Rule 61G20-3: The r»anufacitirex.shatl no* CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended- use, or other product attributes that are not specifically addressed herein_ CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation., 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements.: 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, andfree 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 ins'truction's. 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 G20-1 C.OMPLIANCE_STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 9 1 2:5 5:48 MVrrI+4 i!!Riwww 0400' 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. ATL1 specifically addressed herein. END OF REPORT FL Of 9 valid.. e not t Florida Building Code Online Page 1 of 2 Business & Professional Regulation SO'S Home { Log In I User Registration I Hot Topics { Submit Surcharge Stats & Facts I Publicauons { Pat Staff j SCIS Site Map { Links Search { B Sin. PO" A. Product Approval sUSta: Public User r. 1 ditii FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emali 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I 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 Sohn W. Knezevich, PE Wj Validation Checklist - Hardcopy Received Certificate of Independence F tS tt; R.20 OI gas Chi 0i NieminerlmdF Referenced Standard and Year (of Standard) Equlvalence 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--wGEVXQwtDgv3yWKJZlQ... 7/20/2015 Florida Building Code Online Page 1 of 1Un6erL. i Business & Professional Regulation ar ecls Home I Log In I User Registration i HotTopics I Submit Surcharge ! Staes & Fates I Publications ! Fac staff I SCIS site Map 1 Unks I Search I QepaRt ent Bu5ne*.5 Product ApprovalProws.] tfSER: Public User Regulation pigpyrj atixovr Ietir s lwdun ar Aa katMnSoarshY.11ppitcaban tfiY. Search Criteria . Refine Search: Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL d foru se oide HVHZ - ApproveutsImpactResistant ALL Design Pressure ALL Other ALL Search.:Fesults A ca>ttons :.. ... M. I Tyoe I Manufacturer Validat td By us 6L15216->R2' Revision InterWrap, Inc. _ _ Category. Roofing John W. Knezevich PE 954) 772- 6224 Approved History Subcategory: Underlayments r.w.. awh ry r.,i•....wn rn...elctLin 3r PPvNuaY.aoraa.- sDMpr.wp..,l.....,...:P...e......,-..-.-._..,_--_- -.• :, Contact Us liatom F : =on.patwe taff:.a3 1WA TheState of Florida is an AA/EEO employer.; t :,y K_ 7`2.819 Sereof El" :: Privacv Statement:: A2 <slbillN State_me_nt :: 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 malltothisentity. Instead, contact the office by phone or by traditional maO..If you have arry questions, please contact 650.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they haveone. 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 aan 455,address swhichcanbe made dick here evallable to the public. To determine If you are a licensee under pter P. roduct. Approval Accepts. croditSAVE https:/ Iwww. floridabuilding.org/pr/pr_appjst.aspx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products Number or Name DescriptionrMod- EE I .. el, RhinoRoof Underlay ments Synthetic roof underlayments Limits of Use Installation Instructions NAL ER INTERWRAP RHINOROOF FL15216- Approved for use in HVHZ: No 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 S for Limits of Use. Eyaluatio.Reports. . . ........... 16 )t2 AE 2U1S & f1NAL Eli W ERMAP PHiNOlibbr—_tL1!216-. R2.odf Created by Independent Third Party: Yes 99, . Co to s :: 1$e9 aay' t+io0'rd!'trrs TiBaha ee Fi 7 'Phone. 8 0-497-18_a!1. The State of Florida is an WEED 1%jl ., ...'... . _.:: Refund mceentvrlhhr111p7t2913e2! d.f+lorlerr, tinder Florida law, email addresses are public records. If you do not want your e•maq address released to response to a Public -retards request, do 110t.sepdelectronicmailtothisentity. Instead, contact the oRrce by phone or try traditional mail. If you have any questions, please contact 850.487.1395. _40&isl aattoSection455.275(1). Florida Statutes, effective October 1, 201Z licensees licertgO under Chapter 455, F.S. must provide the Department with an a6A iii ( If they have one. The emails provided may ba44W Ur otr. clal grtirrfjpN_tadpn with the 0censeedo . lOOMeremailliddwsfEsarepublicrecord. If you not wish to supply a personal address, please provide.dle'De>raMiletd with $dit ' doeSS:which can beirede'avis.11abletw_thapWic To determine If you area licensee under t7laPea! ? 5: ES , Please d ck_l>9 Product Approval Accepts CreditSAFE' https:// www.floridabuilding-org/pr/pr app dtl.aspx?param7-wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 V O. TKINITY E EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION.. REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules -and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been'revlewed 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 5u' Edition (2014) Florida Building Code sections -noted herein.- DEscmaTloN: 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 tine 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 "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPEcnON: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P,L on 04J2712015: 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 CERMCA11ON OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 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. rTRNITY IERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23, 2507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.31 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ006 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 1 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 AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAeuE 1• Row Covm OrrioNs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated SlateShingles RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-RZ Certificate of Authorization #9503 F Revision 2: 04/27/24/27/201515 Page 2of3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 giiinokoof tl2il; . 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/84nch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 +sieLaver R of'Slfte:a:rii2: End ( vertical) laps shall -be minimum 64nches and side (horizontal) laps shall be minimum 4-inches. Referto-Interwrap, Inc. recommendations for alternate lap configurations and/or the -use of sealant under certain -conditions. For exposure < 24 hours, use of every -other fastening. location..prnted 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 underiayment 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 niuifila I~tii Z'12 <;oifSione_+E a: 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 614320-3 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 MOS10.02.12-R2 Certlficote of AuthorIZ000n #9503 FL15216- RZ Revision 2:04/27/201S Page 3 of 3 TRINITYJERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'TrinityI 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, M on D4/27/201S. This does not serve as an electronically signed document, Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named cilent 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 I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product S. This is a building code evaluation. Neither Trinity 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. Q0TRINITY 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 1507.23, 3507.5.3, T1507.8, Unrolling, Brealdng Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.93,1507.9E on Heating 1507.23,150753,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating,.Uquid_Waterirarssmission, _ Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference, Date. ITS (TST1509) Physical Properties 200539395COQ7006 10/.27/2011 ITS (TST1S09) 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. PRODUCTDESCRIPTiON: 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 II tit. 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: Ti alf i ROOF CoVbR OPn01r5 Ent ffn-o666fUff- Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes . State'or Shingles a Shingles Simulated Slate 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 RhinciRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1W 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 FLiS216-112 Revision 2: 04/27/2015 Page 2 of 3 TRINJTYJERD 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 RhinoRoof U20, 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 SIn_jde lav#r: Roo'fSl6pt>..A 12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure:S 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. 6.4.3 112.<goof Slolie<.AA 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 Cerdficate of Authorization #9503 F Revision 2: 04/Z7/24/27/201515 Page 3 of 3. Sppclalty Structural EnginePrinq CBUCK, Inc. Certificate of Authorization #8054 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1111 Florida Building Code 5th Edition (2014) Per Rule 611320-3 Method: 2 - B Category: Roofing Sub - Category: Product: Material: Support: Roofing Accessories that are an Integral Part of the Roof System MMI-2" Off Ridge Vent Steel Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1- 7 SnM E*C" k seal lm oecnmilc SUWM=l No 31242 LILI STATE OF _ Q ORID ON.A -"a `0 11111100 A Digitally Signed by: tames L Buckner, P.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 in L= er i nq Report No.: 15-104-MM2-St0RV-ER_14 Page 2 of 7 Sppclalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-5tORV-ER_14 Page 3 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 RI Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 4 of 7 Spec alty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: by Manufacturer): Material Type 1: Thickness: Yield Strength: Corrosion Resistance Nominal Dimensions: Width: Height: Lengths: Fastener(s): n--- r..-a...,...... MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2' , 4', 6', 8' and 10' Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 EnqlneerinQReport NO.: 15-104-MM2-StORV-ER_14 Page 5 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization ##8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top; bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 N Lj i Report No.: 15-104-MM2-StORV-ER_14 t Page 6 of 7 Speciaity Structural l=ngineerinq CBUCK, Inc. Certificate of Authorization ##8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck S-1/7" 4 1/2 in. i Profile Drawings 18-1 /4" I _ 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) jr FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ri Report No.: 15-104-MM2-StORV-ER_14CBUCKIPage7of7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization ##8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base Flange OR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e ap\ e e 8 Ft. oAe 10 Ft. !° o i s i Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online Page 1 of 3 Fn c-4cXc.1 Professional RegulatiOflcr Cam` j 1 • b it Surcharge 1 Stats & Facts i Publications Fee staff I BCLS site Map Links I Search 1. FaFrlo li(a BCIS Home 1 Log to I User Registration ; Hot Topics S m ul s i es Product Approval proleSS{ a USER: Public User Reg99ulation . p LM Aoorwal Menu > Prod` `• > Application List > Application DetaO FL # FL2197-115 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mil.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Structural Components Category Subcategory Truss Plates Evaluation Report from a Product Evaluation EntityComplianceMethod Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 ICC Evaluation Service, LLC. Validated By Certificate of Independence 161 R5 COI CertjfC itP of thdeoendence for EvaIL0t4on: Referenced Standard and Year (of Standard) St—andpird. Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre <<S E E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%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 cJ"-1°" Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.org ( (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 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 Intemational Residential Code (IRC) 11. 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 ADISC Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek® M-16 and M1116: Model M-16 and Model 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 additionally shaped into a twisted concave form, facing the slot cutout area: Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-2.0 and Mil 20: Model M-20 and Model Mll 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, 0A5 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 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTm: Models M-20 HS, 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 3/42inch-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 (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0;254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-LS Evaluation Reports are not to be construed as representing aeslhelia or any ocher attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationjaritsuse. There is no warranty by ICC Evaluation Serrtce. I.LC. express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. page 1 of 5 Copyright 0 2015 ESRA 311. 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 AA EA' At EE M-16 AND MII 16 Douglas fir -larch 05 . 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -Pine -fir ... 6.42 127 82 75 107 Southern pine 0.55. 174 126 147 1 -2 M-20 and Mll 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185. 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0:55 249 190 184 200 M-20 HS, Mll 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 .. _ 97 109 .. Spruce -pine -fir Southern pine 0.42 0.55 148 187 108 143 107 138 103 150 For SI: I Win` = 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 load, wood grain perpendicular to load3AIItrussptalesarepressed,intio lhewood for the full depth of Ifteirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND M1120 M-20 HS, Mll 20HS.AND MT20HS Efficiency PoundsrinchlPair of Connector Plates Efficiency Poundslinch/Pair of Connector Plates Efficiency Poundslinch/Poi ir of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 ( Minim . um Net Section over the Joint)' Tension @ 0° Tension @ 90° 0.70 0.36 2012 1013 0.50 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in Accordance with TPI-1 with a 0 ation ["a Section 5.4.9 (e)] Mai4mum.Net$.ection Occurs over the_JW . Tension @ 0 ° @ 90° 0.68 0;30 1945Tension849 61091EOO48841 0.67 0.52 1716. 1321 Shear Values Shear @ 01 Shear @ 300 Shear @ 600 Shear @ 90° Shear @ 1200 Shear @ 1500 0.54 0.61 0.73 0.55 0.48. 0:35. 1041 1173 1402 1055 .. 914 672 0.49 . 0.63 0.79 0.55 0.42 0.46 574 738. 936 645 490 544 0.43 0.61 0.67 0.45 1 0.34 0.3 761 1085 1184 792 608 537 For SI: 1 Ibfinch = 0.175 Nlmm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this litre passes through a line of holes ZMaxininnl. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 1 Most Widely Accepted and Trusted Page 5 of 5. 0125' 0.2W 0.5W 32mm Somas 127p loon boo 000 On goo our, 00 Ono Goo 000000 000 A Don n Ono Ono 0 3w 9' 33 mm ICI-20 HS, Mll 20 HS, MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report E5R-137 9 1-bu bupplemelit Reissued June 2015 This report is subject to renewal June 2017. wwmicc-es.org (800) 423-6587 1 (562) 699-0543 A Subsidiary of the lntemational Code Council°' DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HST* 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeie Truss Connector Plates M-16, MII 16, M-20, Mil20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HST"", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014. aiui:01A:M,r1da Bulldrng. Code—Resfderx01, provided the design and installation are in accordance with the Infemationa.!°Building :Code:_.(IBC): provisions noted in. the: master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products 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 construedasanendorsementofthesubjectofthereportorarecommendationfor'its use. There is no warranty by ICC Evaluation Service. I.I.C. express or implied, as _ to arty finding or other maser in this report. or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report ` V"_'"' Reissued June 2015 This report is subject to renewal June 2017. vwvwJec-es.oru 1 (800) 423-6687 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. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii-com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS rm 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) a. 2012, 2009, 2006 intemational Residential Codee (IRC) ls:2013 Abu Dhabi intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and Mi116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10:0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model 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 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, Mil 20 HS, and MT20HS°A: 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 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, GA5 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 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, slhetia or any other attributes not specifically addressed, nor are they s r construed CC-FS Evaluation Reports are not to be construed as representing ae low as an endorsement ojdte subject ojihe report or a recommendationjor its use. There is no warran0o by XC Eraluation Service, 1. [C, express or implied, as p to anyf+nding or other matter in this report, or as to any product cin ered by the report. Page 1 of 5 Copyright 0 2015 E.SR-1311 Most Widely Aecepted'and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/PLATE) BER SPECIES SG AA EA„ AE EE M-16 AND MII 16EDouglasir-larch Southern pine ..... 0.517(i. 6.43 0.42 0.55_... 11964 127 174 M-20 and Mll 20 i21 82 126 137 102 75 147 126 9i3pruce-pne-fir 107 122 Douglas fir -larch Hem-fir 0 0.43 22p 185 1 148 1 80 129. 190 145 Spruce -pine -fir Southern pine, 0.42 D.55 197 144 249 190 M-20 HS, MII 20 HS and MT20HS 143 1. 137 200.. Douglas fir -larch 0.,5 0.43 165 139 146 111 135 97 143 109 Hem -fir 0.42 148 108 107 103 pruce-pine-firr5southern 0.55 187 143 138 150 pine For SI: 1lbfin2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE =Plate perpendicular to toad wood.9min perpendicular to loadAlltrussplatesarepressedintothiworldforthefulldepthoftheirteeth by hydraulic-platen.embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embetlrnent roller pn5ses and .hydrautic,platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-16 AND MII 16 Efficiency Poundslinch/Pair of Connector Plates M 20 AND MII 20 Efficiency PoundslinchlPair of Connector Plates M-20 HS, M1120HS AND MT20H Efficiency PoundslinchlPair of Connector Plates . PROPERTY FORCE DIRECTION Tension @ 0° Tension. @ 90° Tension Values in Accordance with Section 5.4.42 of VI-1 (Minimum Net Section over the Joirit)' 0.70 2012 0.50 880 0.59 0.47 820 0.36 1013 0 48 Tension Values mAccordance+nnth TPI-1 wdh a Qeviation [see Section 5.4.9 (e)] AAaidm im.tVet .Section Occurs over the Joine 1505 1219 Tension @ 00 _ Tension @ 90° 0.68. 0.30 1945 849 . 0.62 1091 0:4i3 841 Shear Values 0.67 0.52 1716 . 1321 Shear @ 0 ° Shear @ 30° Shear @ 600 ._. Shear @ 900 Shear @ 120° Shear @ 150 o ..._. 0.54 0.61 0.713 0.55 0.48 . 0.35 1041 1173 1402 1055 914 ti72 ... 0.49. 574 0.63 738 0.79 936 .. _... 0.55 645 0.42 490 0:46 544 0.43 0.61 O fi7 0.45 ._ 0.34 0.3 76 1.0..85 1184 . 79 606 ._ 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes throh a line of holes. 2Maximurri Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.12!r . 02ST 0.8" 8 3W 3:2. mm E 4 mm 12.7 nun si 3 mm On nao 000 A A BOO Ono A 000 000 DOG 000 Ono DOD U 0 U M-20 HSI M1120 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report r-fl" Reissued June 2015 This report is subject to renewal June 2017. 0543 A Subsidiary of the International Code CouncilwwwJcc-es.ora 1 (800) 423-6587 1 (562) 699 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, Mill 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, MII 20 HS, and MT201-11SIm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: R 2014 and 2010 Florida Building Code —Building 9:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM', described in SectionsTheMiTek®Truss Connector Plates M-16, MII 16, 2 O :tftrough 7 0 0# the mastef evaluation report Ej,1:11; comply with the 2014 and 2010 Florida Building Code —Building and ttlte 2fl1A and 2D1:0 FlriCf9 din theaster report a design and installation are in accordance with the international Building -Code {iBC) p n Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM' has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For.produefis fagrilg: under Florida Rule 9IJ-3, verificalrotr that.the report holders quality assurance program is audited b a: y ual'. ' as urance' erif tSt approved by the Florida Building Gomrnission for the type of Inspections being conducted Is..#byqIfy.. or the code oifi al when.ihe i!eport.holder does not posseas.:an app va byrespQiu16ikyofa(l,-**iaved validation entity the Commission). This supplement expires concurrently with the master report, reissued in June 2015. r am 10 be construedecf las ar Evaluation ofthe subject are not tto b repo rtor o recommerepresenting rt fortllst useics Tbercr any uhno er war anty by ICC f alutesnotSPma! on service LLC, pre sor implied. as to arty finding or other matter in this report, or as to MY product covered by the report m Page 1 of 1 Copyright 0 2015 IMES Evaluation Report MOM-1 31 1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council° DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: R 2012, 2009, 20061ntemational Building Code (IBC) ill 2012, 2009, 2006 international Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 I8C..2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel., with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch q,a mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HST": Models M-20 HS, MII 20 HS, and MT20HST11 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal., Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 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, spec ICC-T:S Li aluation Reports are not to be construed as representing aesthetics or any other anributesi y t specifically addressed. nor are they to be construed as an endorsement of the subject ofthe report or a recommendationfor its use. There is no warrant b ICC Evaluation Service, LLC, express or implied, as to airy finding or other matter in this report, or as la any product covered by the report. Page 1 of 5 Copyright 0 2015 Pane 3 of 5. ESR-1311. I.. Most Widely Accepted and Trusted TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMEN14 (Ib/in21PLATE) SG AA EA AE EE. LUMBER SPECIES M-16 AND Mil 16 0:5 176 137 102 126 98Douglasfir —larch Hem fir 0.43 419 64 82 75 107 Spruce -pine -fir 0,42 . 127 . 126 147 122 Southern pine 0.55 174... M-20 and Mil 20 0.5 195 180 129 190 145Douglasfir —larch Hem -fir ...._. 0.43 185 148 143 .... 131 Spruce -pine -fir 0.42. 19.7 .._... - .. 144 Southern pine 0.55 249. L 190 M-20 HS, MII 20 HS and MT20HS Douglas fir —larch 0.5 165 146 Hemfir 0.43 139 111 Spruce -pine -fir 0.42 108148 _ Southern pine 0,55 1.87 143 184 200 143135 97 109 107 103 138 150 For Si: 1lbrin? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to loadEE = Pule p6rpetidliculeto load, wood grain perpendicular to:Fc d 3AI( trgsPta gm pressed. into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that susepartialembedmentfollowedbyfuit-embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2—EFFEC1IVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 20 AND Mil 20 M-20.HS, M1120HS AND MT20HS M- 16 AND Mi116 Efficiency PoundslinchlPair Efficiency PoundsrsnchlPair Efficiency r PofConnectorof Connector of Connector t Plates PROPERTY FORCE DIRECTION Plates Tension Values in Accordance with Tension @ 00 0.70 2012 Tension @ 90° 0.36 1013 Tension Values in Accords Maximui Tension @ 0° 0.68 1945 849 Tension@90° 0.30 Shear @ 0°._UM1402 Shear@301Shear @ 60°Shear @ 90'Shear @ 120°Shear @ 150° Pla es Section 5.4.4..2 of VIA (Minimum Net Section over the Joint)' 0. 50 880. 0.59 1505 0. 47 820_ 0.48 1219 npe with TPI-1 with a Del!iationSEe Section 5.4.9 (e)] n . Net Section Occursover the Join: . 0.62 1091. 0.67 lilt) 0 48 84, 0.52 1321 Shear Values 3 761 61 1085 FnARM544 67..... 1184 45 792 34 608. 3 537 For SI: 1 ibiincri = u.l iv IVlI11111,unw, - .-........ 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. ZMaxirn m: 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 S. of 5 ESR-1311 Most Widely.Accepted and -Trusted - G 126' 8.25t't` 0.5iiG'° 6:3E5 3.2mm &4mm 127MM 9tt3me rnn 006 000 a'rin Ono a7oo Ono Ono 00 000 aa nag 00 goo Ong OggL__..-- M-20 HS, M1120 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.ice-eS.org (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councl DIVISION: 06 00 DO —WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www u.com. EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS14A 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates MII 1 M-2Q MII ort ESR-1311, have allsoso 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in IMES master repbeen evaluated for compliance with the codes noted below,. Applicable code editions: 11 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MI120, M-20 HS, MII 20 HS, and MT20ida B described in Sections 2. 0 throtag3a:.7:V t the rrlgstet a luaiton t pvrt ESR:1341, comply with the 2014 and 2010 Florrnla Building Code —Building Building and ii a 0?14:and 2ti10 Flonda. Bltlkfmg.pod&--ReOdegfi' provided the design and installafiota a an accordance with the ntemalid/ tal 8tliktrrrg. odes i SC) prqv!sion$ noted in.the.roaster report: Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HSTM' has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. program;' is. audited by theFor prti ticts, fa.I.109 .under Florida Rule 9N-3, verification thatCommiss ondfoolthe .typederls ao'f Inspectioty nsbe'g co>ioircted is: the ved b the Florida Building qualityassurance. entt appto Y . responslb tl of art appxaved validation entity (or the. official when the x.60.0 t.holder does not possess an approva : by the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. ry express or im red as t' CC -ES firafualion Reports are rot to be cnndrved as representing aesthetics or any ocher attributes not specifically addressed, oar are they to he construe as an endorsement of the subject of the report or a recommendation for its use: There is no warran by ]CC }:i olumion Sendce. t.LC, P PI to otU, finding or other matter in this report or as to arty 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-e%o (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councr le 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: MA6, Mll 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: in 2012, 2009, 2006 International Building Code (IBC) is 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 AMC., Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MI116: 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 additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/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 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 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS"": Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 1.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module isseparatedbya0.254nch-w0de (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES gvalualion Reports are no! to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they lobe construedasanendorsementofthesubjectoflhereportorarecommendationjaritsuse. There is no marranly by rCC Evaluation Service, LLC, express or lnrplied, to any finding or other matter in this report, or as to any product covered by the repor[ page I of 5 Copyright O 2015 Page 3 of 5. R-1311 Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG ( 16 A EE xnn oM-16 AND M11N 0.5 176 121 137 126 ruglas fir -larch 119 64 - 102 98 m flr 0.43 127 82. 75 107 ruce-pixie-fir 0,42 174.. 126 147 122 uthern pine 0.55 M-20 and Mll 20 . 0.5 220 195 190 wgtas fir -larch . 1851.1 148 129 145 am -fir. 0.43 0 42 197 144 143 137 pruce pine -fir 249 190 184, 200 outhem pine 0-55 .. M-20 HS, INII 20 HS and MT20HS 0.5 165. 146 135 1413 ouglas fir -larch 139 111 97 109 lem flr 0.43 0.42 148 108 107 103 pruce-Pine fir 187 143 138 150 0.55 For Sl: 1lbrin' = 6;9 kPa. NOTES: eve values, platesToothholdingunits =psi for a single plate (double for plates on both faces when applying to area on only one face). To achi must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load wood gram parallel to loadAE = Plate parallel to load, wood grain perpendicular to load dicular% load v d gratn,perpendiculat to load AR ttuss:p#ates are:.pr s the Wood for:the full depth of their teeth by hydraulic platen embedinent presses multiple roles presses thatEE = F'#'e perpen use partial embedment followed by full-erribedmeat rollers. or cotilbinations of partial embedtnettt roller presses: and frydsautic platen Presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND.MI120 M-20 HS, Mll 20HS AND MT20HS PROPERTY M-16 AND Mll .._ Efficiency P nch/Pa r Efficiency P it FORCE Efficiency Poundsrnch/Pair of Connector of Connector DIRECTION of Connector Plates Plates Plates ..._ 5.4A.2 of TPl-1 (Minimum Net Section over the taint)' Tension Values in Accordance with Section 0.59 1505 Tension 6% 0° 0.502012 880 0.70 820 0.48 1219 Tension @ 900 0.47 0.36 1013 ..._ _ TPl-1 moth a Deviation [see Section 5.4. e Tension Values in Accordance withNetSection Occurs over the JoineMaximum 0:62 1091 0.67 1716 Tension @ 0° 19450.68 841 0.52 p:48 1321 Tension @ 90° 0.30 849 Shear Values 574 .._.... 0.43 761- - .. Shear @ 0° 0.49 ..... 0.54 1041 738 0.61 _ 1085 1173 ._ 0.63. Shear_ @ 30' 0.61 0.79 936 0.67 1184 Shear @ 609 0.73 1402 _ _ 792 645 Shear @ 90° 0.55 1055 490 _.0.34 608 g14 Q.A2.. Shear a 120 0.48 544 0.3 537 Shear @ 150° 0.35 672 _ 0.46 For Sl: 1 ibrinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattemwiththe minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes: 2Maxiritlnil 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 6 of 6 ESR-1311 I Most Widely Accepted and Trusted 0 12r 0.2W 0.5W 32mm 8Anvn 127mm I0004 00 i . on Ono 000 PLO ago Ono goo Ono Ono Do GBO 000 W20 HS, M11 20 H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K-7I.511-I roe, ouNNiC111cll, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ong 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. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 111 2014 and 2010 Florida Building Code —Building Ie 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MI 16, M-20, Mil 20, M-20 HS, MI120 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:ati.d 2010 Fjbfi .4 Buftdirig: Code—ReS4dnttaf. provided the design and installation are in accordance with the International 8wifdihg Code I (IBC) provisions noted inthe. master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HS7A4 has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evoluaiion Reports are not to be construed as representing aesthetics or any other attributes l specifically addressed, nor are p ' hey oto r ina soved lied, as aD as an endorsement of the subject ofthe report or a recommendation for its use., There is no warrant b JCC Evaluation Service, l 1 C express P Nam, to any finding or other mailer in this report, or a to any product covered by the report. page 1 Of 1 Copyright © 2015 4 % Florida Building Code Online t s Page 1 of 3 er Professional RequlMiOn r mar fki ida tkp3rprlelt4 . BCIS Home I Log In I User Registration ! Hot Topics I Submit Surcharge I Stars &Facts i Publications I FBC S[afT I BCtS Slte Map I Links I Search ! BJ hG'a Product Approval Pro.- SS.I USER: Public User VV11, Regulation N p rra Aoai>:rvel Kenu co A M Aoollc =2111r'fl > Application List > Application DetailD FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL2197-115 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. MiTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mii.com David Wert david.c.wert@mii.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/31/2015 ICC Evaluation Service, LLC. 9T R5 CAI (;ertificate of indeoendenoe !or Evai 100, f Referenced Standard and Year (of Standard) gandxa Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre itSAr r1 https://www.floridabuilding-orglprlpi_app_dtl.aspx?param=wGEV XQwtDgvTTEx%2bbkf... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSIITPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report car`" 1,211 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org l (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mill 16, M-20, Mill 20, M-20 HS, Mill 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Codeo (IBC) in 2012, 2009, 2006 international Residential Codee (IRC) sr 2013 Abu Dhabi International Building Code (ADIBC)1 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 MI116: 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 0454 inch 13.7 mm) in length are punched along the perpendicular axis of the plates:.The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/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 [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0,88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0A5 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 (5A 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, Mill 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-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 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0;254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any ocher attributes not speeificarly addressed, nor are They to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. 7-here is no warranty by /CC Evaluation Service, LIC, 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 Accepfed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'IPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 . 126 Hem -fir 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southern pine 0.55. 174 126 147 122 M-20 and M11 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MI120 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem fir 6.43 139 ... 111 97 109 _ Spruce -Pine -fir Southern pine 0.42 0.55 148 187 1 DS 143 107 138 103 150 For SI: 11b£ie = 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 t0 load, ±mood grain perpendicular to loadAiltrussplatesarepressed,into the wood for the full depth of their, teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mill 20 M-20 HS, MII 20HS AND MT20HS Efficiency Poundsrrnch/Pair of Connector Plates Efficiency Pounds/inctdPair of Connector Plates Efficiency Pounds/Inch/Pak of Connector Plates Tension Values in Accordance with Section 5,A.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 900 0.70 0.36 2012 1013 0.50 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in AccotdancewiIh TPI-1 with a t)eviation;see Section 5.4.9 (e)] Maximum Net Section Occurs over the Jiiait? Tension @ 00 0.68 1945 0.62 1091 0.67 1716. Tension @ 900 0;30 849 0.48 841 0.52 1321 Shear Values Shear @ D° Shear @ 30° Shear @ 600 Shear @ 90° Shear @ 120' Shear @ 1500 0-54 6.61 0.73 0.55 0.48. 0.35. 1041 1173 1402 1055 914 672 7 0.491. 574 0.63 738. 0.79 936 0.5.5 645 0.42 490 544 0.43 0,61 0.67 0.45 0.34 0.3 761 1085 11 B4 792 608 537 For SI: 1 Winch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -Aline 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. 2Maxirrtum. 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" 016T 0 5W 0 Wr 32non Q4mm i27mm 93mm a Boo Oun goo BOB A M BDO Boo Ono . Do Ono go0 BOQ 0n0 0--nno 000 M-20 HS, M1120 HSI MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report tSK-IJII ram OUPPM:11111w"L Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 (562) 699-0543 A Subsidiaryof 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: MiTeeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HST* o 1.0 'REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, MII 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HSTM, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: t 2014 and 2010 Florida Building Code —Building i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HS1m, 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..ah.d:N10:Fbnda Buii Code —Residential, provided the design and installation are in accordance with the Intemational'Buildding Code:.(!BC);prov sions noted `in the master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subjeci of the report or a reconmlendation jar'its use.. There is no warranty by XC Evaluation Service, I.I.C. express or implied, as aa _ to arty finding or other matter in this report. or as to any product covered by the report. Page 1 of 1 Copyright ® 2015 ICC-ES Evaluation Report ` JR-' J' ' Reissued June 2015 This report is subject to renewal June 2017. www.jec-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER. MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 tvww.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: P. 2012, 2009, 2006 International Building Code® (IBC) 4. 2012, 2009, 2006 International Residential Code® (IRC) tY 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC_ 2o0916C code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek®M-16 and MIl 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 10:0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 88, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0..45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has. a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS°A: 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 -winch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, GA5 inch (11.4 mm) long and 0.125 inch (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 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 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by rCC Evaluation Sem"ce, LI,C, express or implied, as p 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 I Mosf Iffi1de/y A=pt&) and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibrin'/PLATE) LUMBERSPECIES SG AA EA „ AE EE M- 16 AND Nlll 16 Douglas fir -larch 0.5 176. ...... 121_ 137 126 Hem - fir 0.43 119 64 102 98 Spruce - pine -fir 0.42 127 82 75 107 Southern pine ... 0.55..... 174 126 147 122 M- 20 and Mill 20 Douglas fir -larch 0.5 220 1.95 180 190 Hem - fir 0.43 185 148 129. 145 Spruce - pine -fir 0.42 197 144 143 137 Southern pine. 0.55 249 190 184 200 M- 20 HS, Mil 20 HS and MT20HS._. Douglas fir -larch 0.5 165 146 135 143 Hem - fir 0.43 139 111 97 109 Spruce - Pine -fir 0.42 148 108 167 D3 Southern pine 0.55 187 143 138 150 For SI: I lb/ire = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood.grain.perpendicular to load EE = Plate pe."ndicular:to load..wood.grain perpendicular to load . 3Alltrussplatesare. pressed into the +mood for the full depth of their teeth by hydraulic -platen embedment presses multiple toiler presses that usepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embe dtAent roller presses and .hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M- 16 AND MII 16 M-20 AND Mil 20 M-20 HS, Mll 20HS AND MT20HS Efficiency Pounds/inchlPair of Connector Plates Efficiency PoundslinchlPair of Connector Plates Efficiency PoundslinchlPair of Connector Plates Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the Joirit)' Tension @ 0° 0.70 2 112 6.50 880 0.59 1505 Tension _ @ 900 0.36 1013 0.47 820 0:48 1219 Tension Values to Accordance vith TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum filet .Section Occurs over the Join? Tension @ 0° 0.68 . 1945 0.62 1091 0.67 Tension @ 9:0° 0.30 849 _ 0:48 „. 841 0.52 1321 Shear Values Shear @ 0° Shear @ 300 Shear @ 600 ... 0. 54 0. 61 0. 73 1041 1173 1402 0. 49... 0. 63 0. 79 574 738 936 0. 43 761 0. 61 .. 1085 . . 0. 67 1184 0. 55 0. 48.. 1055 914 0. 55 . _.. 0. 42 .. 645 490 .. 0. 45 792 0. 34 608... Shear@900Shear @ 1206 0. 35 672 0:46 544 0:3 537 Shear @ 150° ..._ For SI: 1 lb/inch = 0.175 Nlmm, linch = 25.4 mm. NOTES: MinimumNet Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates. this line posses through a line of holes. 2Maximuai Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 1 Most Widely Accepted and Trusted Page 5 of 5 0.92r 025Cr 0-wT 0.3w 3:2. mm E 4 mm 12.7 nun 9 3nr ODD no ODD a oo Ono OnotttJJJ Boo Boo Duo 1 r W20 HSI M11 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report LbK-1,51-i rot. aumilwillu-, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 I (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-mif.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, M1120, M-20 HS, Mill 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, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: is 2014 and 2010 Florida Building Code —Building A> 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mll 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM', described in Sections2.O .tttr0ugh 7:0 of the master evaluation report ESR-1311Comply with the 2014 and 2010 Florida Building Code —Building and :tfte 20 f4 and,201:1) /ca it a Bond- - 7e—Residential; provided the design and installation are in accordance with the International Building (IBG) provisrons.nated na the toaster report. Code Use of the MiTek®Truss Connector plates M-16, Mil 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HS'm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For: prodezcts.fatlli7g under .Florida Rule 9N4, verificatsat that the repofi hofdefis quality assurance prograTisabeingconducted isthe quality. assurac1ce ent.t . approved by the Florida Buifdtng Con6rnlssfgn far the typeval b respgt sil tllty, of a0 appmyed validation entity (or the code. 0f dal when the t'eport. holder does not possess an appro. Y the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Et Reports are not to be construed as representing aesthetics or any other attributes not specificavNy addressed, nor are they to be construed as an endorsement ofthe subject ofthe report or a recommendation far its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to arty finding or other matter in ibis report, or as to any product covered by the report. page 1 of 1 Copyright 0 2015 IMES Evaluation Report cQR 'J I ` Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or9 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the international Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 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, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code® (IBC) N 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 I8C..200918C 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 N A653 a [0.0575adeinchtotalthickness (1.46 mm)], 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4:8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (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 Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 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 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS'O: Models M-20 HS, Mll 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)1, ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal.. Each module has three slots, 0.,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Eachmodule is separated by a 0.254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A 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, ICC- r;SLi oluallon Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they (o be csrrued as anendorsementofthesubjectofihereportorarecommendationforitsuse- There is no warranty b ICC Evaluation Bernice, LLC, express or implied. as to airy finding or other matter in this report, or as to arty product covered by the report. page 1 Of S Copyright ® 2015 Page 3 of 5. ESR-1311. L. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) AA EA AE EE LUMBER SPECIES SG Douglas fir -larch 0:5 Hem fir _ 0,43 Spruce -pine -fir 0,42 Southern pine 0.55 Douglas fir -larch Hem -fir ....... 0.5 0.43 Spruce -Pine -fir 0.42 Southern pine 0.65 N Douglas fir -larch 0.5 flr 0.43 0. 42uthernFHemruce-pine-fir pine 0.55 M-1li AND Mil 16 g176 _ ..... M-20 and Mll 20 121 137 64 102 82 75 126 147 952201__..... 185 148 197 144 249. 190 20 HS, MII 20 HS and MT20HS 165 146 139 111 148 108 187 143 180 129 143 184 126 98 107 122 190 145 137 200 135 143 97 109 107 103 138 150 For SI: 1lb/in` = 6.9 KPa. NOTES: Tooth holding units =psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate Oe4=digulaf to load, wood grain perpendicular to load3Ail {toss plates tire pressed. into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES S AND MT20HS PROPERTY M-16 AND Mu 1b FORCE Efficiency PoundslinchlPait DIRECTION of Connector Plates Tension Values in Accordance with. Se Tension @ 0° 0 70 2012 Tension @ 90° 0.36 1013 Tension Values in Accordant Maximum .t Tensio @OWO 0.6380 1945' tensio Shear @ 0°..., 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 60' 0.73 1402 Shear @ 90° 0.55 1055 Shear @ 120' 0.48 914 Shear @ 150° 1 0.35 672 M-20 AND Mil 20 M-20.HS, NI11 ZOH Efficiency Poundsfinch/Pair Efficiency P of Connector of Connector latesplates tion 5.4.4.2 of TPt-1..(Minimum Net Section over the Joint)' 17150 880 1 0.59 1 1505 0.47 1 820. .. .. 0.48 1219 _.._. wjth TPI-1 with a Deviation Ike Section 5.4.9 (e)) lei Section Occursotter the Joinit. 0, 62 1091_ 0.67 1716 0 48 841 0,52 1321 Shear Values 574 0.43 761 738 0.61 1085 T0. 6 936 0.67 1184 645 0.45 792.. 490 0.34 608 544 0.3 537 For $ t: 1 Iblinch = 0.1 i5 N/mm, nncn - 4.t , "". NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this litre passes through a line of holes. 2Maximvtn. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5. of 5 ESR-1311 .) Most Widely Accepted and -Trusted. 0.125' 0.2W 0.5W 0 38 3.2mm 4.4mm 127f6m 93me nnn An nn r, 000 Goo ODD Goo ODD t 4 - o 00000 M-20 HS, M1120 HS, M T20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.ice-es.orca 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, Mil 16, M-20, Mll 20, M-20 HS, Mll 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 also a evaluatedluate Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in IMES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: 1 2014 and 2010 Florida Building Code —Building A 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONSTheMiTeeTruss Connector Plates M-16, Mll 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HSTm, described in SectionsngCode —Building 20 through 7:0 of the: raster` evaluation report ESR 131 I, P° rovidedly t hehdesgn and n4andstallhnare 10 nl ale o dance with the and tfi3 2. W4 and 2010 Ftarida Buiktirig Gads--Raaidetlfial, PInternationalBurlding. code. #BC) pro sions .noted.in itze master report: Use of the MiTee Truss Connector Plates M-16, Mll 16, M-20, Mill 20, M-20 HS, Mil 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. Forproducls taliing under Florida Rule 9N-31, verificatsori that the repoCommissionholdeeorthe+.ty u of ia.. u . ions be'ng coconductedroceprogram. is tlg e qualitp asssancE :elttity app0.Ved ,bjt.iEta? Florida euildsng. re anstb nl an,app;oved .validation entity.(or the.co official when the ceport.helder.:does not possess an.apprcjva by p: the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. consir ry express or implied, ruCC -ES L• i aluation Reports are not to be construed as representing oesrhelia or any other attributes not specifica!!y addressed, nor are they so he mpliedue as on endorsement of the subject of the report or a recommendation for its use: There is no svarron by 1CC F1,oluation Serrtce, LLC, P P . M _ to attyfinding or other atatter in this report, or as to arty product covered by the report Page i of 1 Copyright 0 2015 IMES Evaluation Report -' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 1 (562) 699-0543 A Subsidiary of the international Code Councile 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, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS- 1. 0 EVALUATION SCOPE Compliance with the following codes: it 2012, 2009, 2006 International Building Code® (IBC) r. 2012, 2009, 2006 international Residential Code® (IRC) 0 2013 Abu Dhabi International Building Code (ADIBC)t 1The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the AD113C. 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 MI116: 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 additionally shapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9. 4 mm) long, and there are 4.8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples, See Figure 1 of this report for details. 3. 2 MiTek® M-20 and M1120: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11. 4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, M1120 HS, and MT20HS m: Models M-20 HS, Mil 20 HS, and MT20HSm metal truss connector plates are manufactured from minimum No. 20 gage [ 0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 10. 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44rich-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0.:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth, Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC 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 an endorsement of the subject ofthe report or a recommendationfor its use. There is no warranty by 'CC Eraluatlon Service, I.LC, express or implied, as xma- to any finding or other matter in this report, Oros to any product covered by the report page 1 of 5 Copyright 0 2015 Page 3 of 5. ESR-1311 1 Most Widely Accepted and Trusted NCE ES, TA HYDRAULIC -PLATEN EMB DMENT3 (lI- ALLOWABLE LATERAL b/ in'/PLATE) n /PLATE) LUMBER SPECIES SG AA EA EE M- 16 AND Mil 16 Douglas fir -larch 0.5. 176 121 64 137 102 126 98 Hem - fir 0.43 119 127 82 75 107 Spruce - pine -fir 0,42 174. 126 147 122 Southern pine 0. 55 M- 20 and Mill 20 . . Douglas fir -larch 0.5 22D 195 148 1 W 129 190 145 Hem - fir.. 0. 43 185 197 1` 4. 143 137 pruce- pine-fir 0.42 24. 9 190 184 200 Southern pine 0,55 M- 20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165. 146 111 135 97 143 log Hem flc 0:43 139 148 108 __ 107 103 Spruce - pine -fir U,42 143 138 150 0. 55 187 ...: For SI: 1lbrinz = 6.:9 kPa. NOTES: Toothholding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicuJaeio loa4 v"d grain: perpendicular to fond Alftrussplates.are.pressetf Into the wood far. :the tali depth of tfleir teetit+ by hydraulic platen embedineni presses multiple ropi r presses that usepartial. embedment foltOwed by futtt-embedment rotlers. or ikitftb3rlalions of part[al etribedrilerttrollei presses: and hydraulic -platen Presses thatfeedtrussesintoastationaryfinishrollerpress. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M. 20 AND Mil 20 HS M-20 HS, Ml 20HS AND MT20'P PROPERTYM-16 AND M11.16 Efficiency PoundsAnctilPair Effciency P FORCE Efficiency PoundslinchlPair of Connector of Con'necor' DIRECTION of Connector Plates Plates Plates 5. 4.4 2 of TPI-1 (Minimum Net Section over the lornt)' TensionValuesinAccordancewithSection0. 70 2012 0.50 880 820 0. 59 0. 48 E1505 12190.3610130.47 ...... wrath a Deviation [see Section 5.4. e•Ma> nmum EeTensionValuesinAccordanTPI-1 NetSectionOccursover the Joini 1091 0:62 171fiTension @00.68 _ 1945 0: 4.8 841 E0.67 0. 52 1321 Tension @ 90° 0.30 849 Shear Values 574 ..._... 0.43 761, 1041 0.49 0.54 Shear@00 . _. - 1173738 0.61 1085 0.61 0.63 Shear. 30° _._ 0.73 1402 0.79 936 0.67 1184 Shear @ VP792 64 a.55 @ 10550. 55. .. 0:45 Shear 90° 0.42 490 0.34 608 Shear 120" 0.48 914 Shear @ 150° 0.35 672 . 0.46 544 0.3 537. For Sh 1 Ibfinch = 0.175 N/mm, finch = 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 hotel. the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these ZMaxii'iiurilNetSection - Aline through 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 oi2v 0.25T 0.5w 0, 365P 82mm 64mm 127ffvm JU00 9 .. .00 000 0 0 a, 00 000 Ong M 00 000OB0 00 Ono BOB go 000 000 W20 HSI M11 2o H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report tJK-14-I1-I roe. QUPP;ci1w1lL Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq ( (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Councile DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www m. EVALUATION SUBJECT: MiTee TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS"m 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 8 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTele Truss Connector Plates M-16, MI 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'"', described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe201441ndZ010F166daBuilding: Code —Residential; provided the design and installation are in accordance with the Intemational Build [W Code'0(t6C) provisions noted in :the master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. Y ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes n'ot specifically addressed, nor are lh s o inr l eras ed as an endorsement of the subject oflhe report or a recommendarion for its use. There is no u-ar ont b !CC Evaluation Service, 1.LC. exp p d to anyfinding or other matter in this report, or as to arty product covered by the repor[ Page 1 of 1 Copyright m 2015 Florida Building Code Online Page l of 2 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 Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL14239-R3 Revision 2014 Approved BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo.com Xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 9il Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE Wi Validation Checklist - Hardcopy Received Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect EU4239 03 Ed0v -Eouiv @d1' https://www.floridabuilding. org/pr/pr_app_dtl .aspx?param=wGEVXQ,ArtDquDEJErLOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/231201.5 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Summary of Products . FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: This design provides allowable capacities for the Ft l4234 R3 AE 'Coal udF system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. kmtt Contact 11C Ta l4ilMssee FL3= Phnnr. =:A67V_-1M The State of Florida is an AA/EEO employer. Sggy(joM 2f)07.2U13'Stete of Florida, editj Staterneht :: AccKsibi<ity Statement :: Refund Statement Under Florida law, email addresses are public records. if you do not-wantyour a -mall addressreleased in response to a public -records request do not send CIeRienl[.rnalf to tiils entltY. Ir>stead, Contact the office by phone or by traditional mall. tf:yok# t ave any questions, please contaQ,6SQ.487.1395. 'P MU M to 5ettipnAS5.2i. 5(1). HOrida. SSad+ttr,'effedriJe O[tober'1,,2012, Ikv±seM'Qrefrtad tinder Ciuiptef 45% F.S.. r ust provide the Department Wfth.an eman address If they haveamTheemailsprovidedwmaybeusedfor60MIcommuNWfimiwrit. the Iieeatie.. lbwever ernall addresses are pubk rtdard. it You '46 not wish to supply a yens "' addM-A,, please provide the Department with an emall address iyhich can be made available to the public. To determine If you are a licensee under Gpapter 455,.F.$.. please click bete-. Product Approval Accepts- is N E C re d i t Ar rIE https://www.floridabuilding. org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDEJErt.O S Cei... 7/20/2015 BMP INTERNATIOOVAL, INC MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 75LB MIN.WEIGHT, MECHANICAL UNIT 7? PER SEPARATE CERTIFICATION, TYP. CENTER OF GRAVITY ASSUMED O ACT AT THE Ty' GEOMFI RIC CENTER OF THE GMECHANICALUNIT. tuT CENTER OF MECHANICAL UNL I MUST BE GRAVITY -- SQUAREORRECTANGULAR, NO IRREGULAR SHAPES X C, \! 7 r: w i TYP Y" HOST STRUCI'UR£ DESIGN ' Y BY OTHERS. SEE. DES: SCHEDULES FOR ALLOWABLE- SUBSTRATES - KAX MECHANICAL UNIT i TIE -DOWN ISOMETRIC 1 1' - 1 "D' `- " ISJNFT'RIC. F DESIGN SCH , LILE FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CLIPS. t );2 SEE DETAIL. 1/3 & 4l3FORCUPINFORMATION, J 'TYP. E 'r, 3 MAX. TIE -DOWN CLIP DIRECTIVE EXAMPLE THEFOLLOWING' EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DM ERMI E THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, 11, FC0. MY GIVEN MECHANICAL. UNIT TKAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN.: SEE SHEETS 45 FOR DESIGN SCHEDULES" MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNITWITH THE FOLLOWING CRIT'ERIA'- Vu1t- t7D MPH, EY.POSCIRE W 40" TALI. x 4W DEEP x 48' 'HIDE., 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)'2' CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) 017tirpr% t%pjm' PROCEDURE STEP RESULT 1 DETERM7NETTHE CON NEL II'_PE BASED O_NTHE OTAuRAM_S.ON SHEET 2 CON ECITON TYPE 3 THIS INSTALLATION IS INTENDED FOR A Vult=.770 MPH, EXPOSURE B. THIS DESI 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE 5 3 LARGEST PACE AREA CF MECHANICAL UNR TD BE RdyTALLE'U MmHE' - - - - - tDETERMINEU THISUNITHEIGHTOF4d• IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". THISUNITi NOTE: THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON 70P 4 CHECK MAXIMUM UNIT' HEIGHT' RESTRICTION OFANA/C STAND THAT ISA MAXIMUM 30"TALL. IF'AN A/CSTAND IS UTILRED CNECI( To SEE THAT THE STAND DOES NOT EXCEED 30"IN HEIGHT CHEOt M81tMUfR UR LDTIfTRLSTtUti' N ,,,m,,,. ,,,........ WIDIN. S4 W7 ER }IA1T M MUM ALLOWABLE I 4` THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL'1'0 15 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER 6 DETERMINE THE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION 711AN 60FT AND LESS THAN 100 FT. SEE (-) ON TABLE 5 FOR THE NUMERICAL 3fj HVALUESOFTHISDESIGNEXAMPLEDESIGNNOTES: THIS PRODUCE HAS BEEN OF_SIGNEO IN ACCORDANCE. WITH ASCE %•10 AND THE I'D BU LDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZON INDICATED. IN THE ACCOMPANYING DESIGN SCHEDULES: THE.DE$.IGN CRITERIA USED 6 CALCLRATB THE MIOY/(m RwF ,ibp HEIGHTS LTDItSIDFRS ASfE mO SECTION 29.5. t 04 ROOF TO? HEIGHTS-tH) E40 FT AND SL°CTTOtt 24.5 FOR ROOF TOP, HAC+HTS,(H}a88 FT sunDH 29, aI cox IF(STAttAATtO+1s AtldRADE (ODrx.n.•).10 wITMtN TTTE HvHz GCzl ..yrl. 9004173I00 iNEIKMZ (C G FODAt1 LOCATJOi!15 CORf1C4RR§NTi: ' All ER pESLGFt VARIA8Lf5 AR81N WITH ASG'E ?•10.0V,piER; 26'A 29,. THE HEIGHTS LISTED IM THE DC$IGN SCHEDULES REPRESEN77HE ALLOWAB E HEIGHT OF THE BOLDING. THIS PRODUCT APPROVAL Al: OWS FOR FAC:H UNIT TO B INSTALLED ON A MAXIMUM 30"' TALL ATC 57A;ID (CER7)FI(:A7ION 0Y CTI(ERS) (IN'IOP OF THE HEZGtiTS LISTED IN THE: DESIGN SCHEDUI E& GENERAL NOTES 1. THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-10. THIS PRODUCT:' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 2. NO 33-1/3% INCREASE IN ALA OWABLE STRESS HAS BEEN USED IN THE DESIGN OF I'H1S SYSTEM. DESIGN IS BASED ON CIIENT PROVIDED PRODUCT AND DIE SHELT$ FROM TEST 3. REPORTSjj",Q7.Jy, +ST:O,y 7BY TESTING EVALUATION LABORATORIES, INC.. NO STJQ5T(TUTION51V17Ti l WRLTCEHAPPROVAL BY THIS ENGINEER SHALT. BE PERMITTED: 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS ICLEAR SPACE TONNAGE, M.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 5. FASTENERS TO BE i112 X '." OR GREATER SAE GRADE 5 UNLESS NOTED OTtiF.R '15E. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDEX BRAND, CARBON STEEL. ONLY, INSTALLED TO 3000 PSI "IN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS; All FASTENERS SHALT. HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CLIPS SHALL BE AS TM A283 STEEL (GRADE D) WITH Fy:-33 KSI OR BETTER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION; G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7; ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION, AS A MINIMUM, ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4' MIN. THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. d. THE CONTRACTOR IS RF..SPONSIBLE TO INSULATE ALL MEMBERS FROM OLSSiMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. (LECTRtCAt GROUND, W49M REQUIRED, 10'SE DESIGNED 8 INSTALLED MOTHERS: 0, THE AOEWACY OF AW E7(t"K MVCTIjRE TO WIMSTANO SVPWMFOSW LOADS SHALL 88 VERIFIED BY THE O##$tU MICHEROSESSIONALAND. IS NOT WOLUDED IN THIS CERTIFICAIION. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED, IT. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT' FROM THE CONDITIONS DETAILED HERF..IN, A SITE ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CCN7UNCf[ON WITH THIS DOCUMENT. 12, WATER - TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING CONTRAC IL CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFINU MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF - STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER=TICHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VUIt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7- 10, ANCHOR SCHEDULE: 111 CLIPS 2° CLIPS z WOX }I}3yyyY 4 CR Elm 3 p11 CLIPS _ TYf. C QiPS 3' MAXTYPX.,r'1YV' S" M T31P. SUBSTRATE DESCRIPTION 1) 5/16 D CARRON STEEL ITA BUILDER TAPCON, CONCRETE: V. FULL EMBED TO 4-THICK MIN, CONCRETE, 3%" MIN. 3000 PSI MIN.) EDGE DISTANCE, 314" MIN, SPACING ID ANY ADJACENT ANCHOR 11414 SAE GRADE S ALUMINUM' SHEET METAL SCREW TO 0,7.25 MIN. ALUMLNUM, PROVIDE (.5) THICK, 6..61•T6 PITCHES MIN. PAST MIN, ALUMINUM} THREAD PLANE S'ITEI.. 1)-014 SAE GRADES D.125' MIN„ SHEET METAL. SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN. STEEL) MTCHES MIN. PAST THREAD PLANE SUBSTRATE 44yj-- L)-5/ t60CARBONS ITN Bt It DEX TA.. s CONCRETE 3Y," FULL EMBED TO 4' WICK MIN ODD PSI M. CKgeCRBTE.'2ii 44{M. EBG: OtSTANCE, li'i MIB; SPACING TQ'ANY LIB 77 ADJACENT ANCHOR. W .A u AI UMiNUM 0 t2S" MIN. ME SAE GRADS SSHEETEETMETALSCREN/STD ALUMINUM, PROVIDE (S) inWy. . i. •'' THICK, 60fii I6 PITCHES MIN. PAST A C x MIN. ALUMINUM) THREAD PLANE a W s STEEL: 2)-RI4 SAE GRADES 0,125, MIN, SHEET METAL SCA-S I''D THICK 33 KST STEEL, PROVIDE (5) a' MIN,. ST EELY PITCHES MIN, PAST U C. THREAD PLANE 0-4 a 1., EMBEDMENT AND CDGE DISTANCE EXCLUDES KNISHES, IF APPLICABLE. SCHEMLE, J Z 2, 3, EPJSURF. MINIMUM EDGE DISI-AMCB AS NOTED IN ANCHGRSEEDETAILSONSHEET3FORANCHORSATTACHINGTOMECHANICAL UNIT. Z O Q CONNECTION TYPE C1 CONNECTION TYPE C2 p tz B! V, tciL_CLIP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (A) PER UNIT c2 1" CLIP - UTILIZC (2) AT EACH CORNER FOR A TOTAL Of (B) PER i1NIT Q ty ? N id O 2 ai C F I ' MOPI',Iii 6' MAX a m o 2 V CLIP P PAIR SPACING Cu? OFFSET a bd qw ZI cG F U.CL MECHANICAL r Q = N S UNEt PER Z SPACING SEPARATE CERTiFICATION 2' CLIPS ( 3# MAX j7"a^• r'TP, ^+j.. 11. Ci.IFS t }" MAX T•P• UU CLIPS EA SLOE O FIT GRAT01:4L OF OFUNITy u Ft•R UNIT- t 1, 3' X' MAX O IYP, \ TI` TIP. p{ TYR. - 1$- 2378 5 ALTERNATE (8) CLIP DETAIL M CONNECTION TYPE C3 _ CONNECTION TYPE C4 PLAN VIEW g 8C3 t;VS,-,tlft112E (1) AT EAdi RNER FOA A, TOTAL OF ,(4j„P£R gNIT' G4 2• utp - UTIL(2E.(2) AT m:M comp FORA TOTAL OF U,PEa uklT- N,T.S, 3THIS DETAIL MAY BC USED AS AN A4.TERNATF GEOMETRIC TYPES THATIIITILIZE (2) PATTERNFORALLCONNECTIONCLIPS AT EACH CORNER F'OR A TOTAL OF (U) CLIPS PER UNIT: g k rl ME FOR ANY CUP LONGER THAN 10' MCCt ANICAL UNIT B'Y OTHERS. ALUMINUM 0.19, UTILIZE (5)-#12 SAF.` HOUSING UNITS SHALL. BE 6063-T6 MIN. GRADE 5 SHEET ALUMINUM SHEET WliH Fty=30 Kst, 0.125"--- METAL SCREWS, TYP. MIN. THICKNESS, STEEL HOUSING UNITS (3)-#12 SAF GRADE 5 SHEET 0 069" THIOC-•, - i SHALL BE ASTM A653 Fy=33K5[ MIN - .—METAL SCREWS FOR CLIPS UP TO ASTM A293 0 • .n STEEL, GRADE 33, 22GA MIN, (t-0.0299) . 5- LONG, UTILIZE (S)-P12 SHEET STEEL TYP - y yy METAL SCREWS FOR CUPS ti t7 LONGER THAN 5", PROVIDE (5) o Y o l9 ; , y / PITCHES MIN, PAST THREAD PANE 3)-# 12 SAE GRADE 5 , o ', O 0.068" THTCJC ASTM ""` FOR EACH SMS, ?YR SHEET METAL SCREWS in a o {j A281 STEEL CLIP TYP ? t UPS UP TO 5""', ( } YQ ANCHOR PERFORC v i BASE OF UNtT SHAtt ! f ...ANCHOR. LONG. UTILIZE fSJ F32 s' 1 BE FLUSH WITH BASEf SCHEDULE F P CUPS LOKEA— SHEET METAL SCREWS , }3lti' OF CLIP, NO SPACE j+' i f THAN 5', TYP. PERMITTED, TYP r / s V1 O HOLE. WITH. Q _ ,,+ ' SUBSTRATE PER ANCHOR FROM I' - / ANCHOR I CUP ANCHOR SCHEDULE, "1"YP. - SCHEDULE OTHER `` ( VARIES) DIMENSIONS ' 1: 0.375• d SIMILAR) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 1 1" CLIP ISOMETRIC DETAIL g 3 = r-D' DETAIL 3 N.T.5: ISOMETRIC CUP IS DESIGNED FOR FULL CONTACT WTI'H'THE BASE OF EACH L MECHANICAL. UNIT, TYP. r1raLr MECHANICA..UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, yALUMINUM SHEET' WITH F'ty=30 KSI, 0.125" 0;072' O1't R h1IN. 'iNI(:KN8S5, STEEL HOUSING UN3T5 { METAL SCREWS FOR CLIPSE4' SHA.LL BE ASTM A653 Fy=33KST MIN: LONG. U LIZE 4;-#12 5liEE'I' 0.113" THICY, g STEEL, GRADE 33, 2.2GA MIN,.(t:0.0299) AS "M Ai83 JJ gg S LONGER THAN 4. SCREWS FOR 5) STEEL, TtP. _ IA_.. (3)-#12 SAE GRADE 5 ; 1IDM.y a PITCHES MIN. PAST THREAD PLANE yam/` FOR CLIPS 4L SCREWS c FOR CUPS 4' LONG. 0.072' OR a !A3 ' f, F00. EACH SMS, TYP. UTILIZE (4)-T112 SHEET THICK ASTM A203 . NETAL SCREWS FOR STEEL CLOP TYP:p TI OR CLIPS LONGER THAN 4", BASE OF UNIT SHALL ) ( 2)ANCHORS BE FLUSH WIT;f 8.45E -^` PER ANCHOR N ;} NP: f 3JE!'f SCHEDULEOFCLIP, NO SPACE r PERMITTED, T'P , O MOLES, NOT TO ' BE USED FOR ly. SUBSTRATE. PER ANCHORS, TYP. T.ANCHOR E ,. ( YARIES) 2" TIE -DOWN CLIP 4 ANCHOR DETAIL sa. DETAIL FACTORY -MILLED V'O HOLES; CLIP IS DESIGNED FOR FULL r0BASE UTILIZE (I) OR (2) ANCHORS "" iw * CONTACT WITH THE OF FA(H FROM 2" CLIP ANCHOR jf MECHANICAL UNIT. IT, TYP...,...., SCHEDULE. TYP. z 2" CLIP ISOMETRIC DETAIL_ N,T.S. - ISOMETRIC 6 U v Z 0 wO 6-4 n Z e W c. ° v z Y O m TABLE 1: Vutt=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY H STRUCTURE IN'THE HIGH VELOCITY HURRICANE ZONE') AUOWABLEROOFTOPHI.11HI (Nj s T€E-DOWN G.ONFICURAliN TYPE MAXIMUM SURFACE AREA OF UNIT UNIT {) C C2 43 C4 UNI LARGEST HEIGHT WIDTH ( FFCf I iP 24 MAX 12 MIN NfA A7 GRADE ATGRADE N57FAl fT 9 FT' 32" MAX i 1 MIN 31IA ATGRADE A7 GRADF H 5 60 FT AT GNWT NS2WfT H RiT FT HS2A0 FT r" rfS ATGRADE ! HSAG FT AT GRAD NS100 FT. I UFTI 48"MAX 24 MIN I N/A ATGRADE. ATGRADE Hy5360 FT 12 F7i N/A AT GAAUE ATGRADE 11 z 40 fT 1... 3$Fr.. ., i I NIA AT RARE N%J\ .,; AT GRADE : 20 FT N1A RTGMOE NIA AT GRAD NIA _, AT GRADE, N IA NA AT GRADC MI MAXt 411,MIN' N/A N/A AT GRAEJ£. 36 Ft.. NfAA AT GRAUL THIS TABLE IS PERMISSIBLE TO BE USED WITHI J" HE Wrt HI H CONTAINS BROWARD ANDM:AMI-O.ADE COUNTIES, Oi ECK WITH €.00AL AUTHORITY HAVING JURISOICT ON FOR THE APPUCAOILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3_ : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF -TOP HEIGHT (H) TIE -DOWN CONPIGURATION TTRE MAX.MUM SURFACE AI?EA OF UNIT UNIT I Cl C2 W9DTH C3 C4 UNI S_ASGEST FACE--,..,. HEIGHT 6F" 24 MAX 12 WIN N/A ): H_T00 FT AT GRADE 60 FT<H.<160 FT H52OU FT Il<200 AT GRADE H s 2DO FT 4 FTC 32 MAY? 15 MIN N/AFT FT i AT GRADE H 1200 FT H!; 200 FT H <. 200 F I , 4 F 16OFT<H5200 F1! 6 x AT GRADE ) 200 FT j( FT 60 FT<Ht1200 F7 Hs2U0 FT 9 FT' H 43"MAX 24"MIN N/A «. H5200 FT AT GRADE. N 60;Fi<S SOFT H37031 FT 12FT, ATGRADE N/A ) 60 FT < H_, 200, FT I NJA Hf200 FT 16 FT' I N/ A j AT GRADE N/k, H52U0 FT 20 FT' I N/A y# AT GRADE NIA, FI 5 200 FT 76 FT' 4 i NIAi N/A N/A H30 FT 60 FT < H 5 200 FT 601 MAX ;:48" MIN AT GRAVE, . 3D F':" NIA- ) NIA N/A 60 FT 4 HS ISO FT 6 FT' NSA - N/A I N/A ATGRADE ....~ AS AN fXAMPLF, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY, CHECK WITH LOCAL AUTHORITY HAVING JURISDiC": ION FOR THE APPLICABILITY OF THIS FABLE WITHIN CERTAIN FLORIDACOUNTIES. TABLE 2 Vult= 175 MPH, EXPOSURE D FOR USE Wl" I7i A RISK. f.:4TEG0€lY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') At30WA$LERDOF70PHEIGHTA,Hf. M TIE MN CONFIGURAT€ ONTYPE I MAXIMUM SURFACE AREA OF UNIT UNIT L f2 C3 G4 v UNlTS.ARGff$ T. HEIGHT VI "T- i j y',f fti ., bF" 24"MAX 12 MIN NIA. T ATGRADE ATGRADE Hf 200FT j LeWanggg 33`MAX 35MtNNIAATGRADEN/A H53O FT._) 0Q c¢f$ya 4 FT' ATGRADE H 2tJ0 7 AT GAAOF Hf200 FT ,1 ZX pFs N/AIIS15 fT ATGRADE N52$0 Ff 4 .W 9 FT' 48" MAY, 24" MIN N/? t i GRADE ATGRADE HfJ3O FT N "*^ 17 ryf NIA- ATGRADc "+/ A At GRADE _ p ul figg, 1u FT N/A ATGRADE NIA AT GRADE.. 20 Ff' .. N/A,._ ."., ATGRADE N(A ATGRADE-..1 SFT' NIA TNIA. A7 CgADE , 6MAX 48 N41N ' iO Ft NIA NIA NiA ATGMD£ -+ SS iTs t4/A. N/ A NJA At GRADE M TABLE I5 PERMISSIBLE I O BE USED WITHIN THE HVH2 WHICH CONTAINS BROWARD AND MIAMI-DADE COUNTIES, CH CK WITH LOCAL ALITHORI'IY HAVING JURISUICIION FOR THE APPLICABILITY z i OF THIS TABLE WITHIN CERTAIN FLORIOACOUNTIES, N 2 z0A g TABLE 4 : vult= 170 MPH, EXPOSURE D w G FOR USE WITH A RISK CATEGORY II STRUCTURE'; m a ALLOWABLE ROOf TOP HFIGHTH n •• .+ T!E-0OWN CONFIGURATION IYf" E • W o. o n I MAXIMUM Z e o SUR.ACEAREAOF UNIT UNIT C1. C2 - C C4 M,•€ UNITS WRGES'T HEIGHT WIDTH O FACE __ . _,' ..... Occ- A' GRADE GFT 24"MAX 12"MIN N/A } H,70D FT 6U F€<H580 FT H52LU F" c m A GRADE 9F7 } " MAX d 15"MIN NfA 'RO Fr 5200 FT NIA H>200 FT _ AT GRADE FI 5 200 FT H s 200 FT H 5 200 FT 4 FT? ? ;GO FT100 FT H'20U FTC 5 H 5 FT N/A H2UU EC FT I 200 FT C 9 FT' 48"MAX, 24"MIN N/A '60 FT14 H s 200 FT. AT GRADE H32G0 FT ) I t AI RMOE N,/A H S 2C0 FT t ` 12FT' NIA 60 FT 4 H s 32O FT H 5 40 FT - r N/ A N/A . . . i 16Fr' N/A 60 FT < H 2.00 FT, y 3 ' N!A ATGRADE. 4, FT ! j N/A 60 Fr H 2D0 IT 20 FT pypygl€AVAc11NN'JCO l26Frz f N;A NfA. N/`+ 60 AT FADE T<HR52200 FT 15- 2378. 160"MAX 48"MIN_.._. - -,. -. -. _... _ N/A A€(A'., A AT GRAD— N 30 FT' .. .. N( 60 FT <H i SW FT FAGt I3fSl7lCLTl9¢{. .. 16 FT' N A N/A NIA AT GRADF. AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL ^ s ALIi HORI I Y HAVING JURISDIL" T,ON FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II STRUCTURE') i YAtl0WAlsLf ROOF4T0P.HEIGHT _OSl TIE -DOWN CoNnGURATIORTYPE MAXIMUM SURFACEAREAOF UNIT UNIT Cl C2 C3 C4 UNITSLARGEST HEIGHT WIDTH { FACE 6 FT' 24•MAX: i 12"MIN-H<15 FT 60 FT H 5120 FT' H5.200 FT H5200FT H5200 FT i 9 FT' 32" MAX 15" MIN AT GRADE $ H 5 ZOO FT i H 5 200 FT H 5 200 F f 4 FT' H 5 2Q0 FT a H 5 200 FT H 5 200 FT - H 5200 FT 1154011 H5200 FT H5200 ii N T H5200 fT6FT' 60 FT<H 5200 FTC 24'MIN ' " AT GRADE 160FT5A0FT H5ZOO FT H5200 FT H5200 Fi. Y 9FT' 48"MAX z AT GRADE H 5 200 FT H 540 FTC 60 FT< H 5 200 FL N 5 200 FT12FTI i 16 FT' N/A + r H5200 FT H 515 FT 60 iT<Hs100 F7 H5200 fT 20 FT' 3 N/A H 5 200 FT 11 BO F68FT < H 5180 fT H 5 200 FT t.... f 25 FI r N/A H540FT 60 FT < H 5 200 FT; AT GRADE 60 FT < H S 80 FT H 5 200 FT 60' MAX 48"MIN .. _.,. _. 30 FT' I - N/A AT GRADE H 5 200 FT 60 T<H9FT FT' N/A Al DES AT GRADE H 5 200 FT3660FTHR80FT TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE ROOF -TOP HEIGHT (H) nc_nnwN fnN F m tkATInN TYPF MAXIMUM SURFACEAREAOF UNIT UNIT Cl 2 i C3 44 i UNITSL EGEST HEIGHT WIDTH FAC 4 6FT' `. 24"MAX 12" MIN ; AT GRADE H5200 FT H5200 FT H5200 9FT' 32"MAX 15"MIN $ N/A I H5200 FT H515FT 60 FT H 5 200 FT. 00 t H52; FT ; M1 4 FT' H 1200 FT H 5 200 FT i H 5 200 FT H 5 200 FT 6 FT' - ATGRADE (60 FTcH5180 TT H5200 FT H5200 FT H5200 FT H52DO FT H54FT 60 FT < H5 200 FIT H5200 FT 1 9FT' 48- MAX 24"MIN j ATGRADE FT' N/A H 5 200 FT AT GRADE H 5 200 FT j 12 60 FT H5140FT H515FTATGRACEH 5 200 FT FT N/A 16 60FT < H 5200, FT i 20 FT' N/A H 530 FT AT GRADE H 5 200 FT r 60FT<H5200FT N/A AT GRADE AYGNAOE H < 200 FT 25 FT' 60 FT HS140FT6TMAX48' MIN .: _ I 30 FT' N/A AT GRADE N/A. H 5 200 FT 36 FT' N/A ATGRADE N/A 111 60 t15 0 FT < H 5 200 FT' TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-) AIIDWASLE ROOP•TOP NEIGH"I ( H) TIE -DOWN CONFIGURATION TYPE MAXIMUM- SURFACE AREA OF .UNIT UNIT Cl C2 C3 C4 UNIT' S LARGEST ( HEIGHT WIDTH FACE C 6FT' `24"MAX 12 MIN. Y. N/A j H5200 FT H 5 30 FT 60 FT H <_ 200 FT Hi2OO FT. 9 FT' 32" MAX 25" MIN N/A H 5 200 FT I AT GRADE 60tT<H 514U FT H 5 200 FT 4 FT' H 5 40 FT H S 200 FT H 5 200 FT H 5 200 FT I 60FT<HS ZOO R- Y 6 FT' AT GRADE H<_ 2DO FT H520OFT j H5200 FT 60 FT<H<_100 FT 9FP48" MAX 24" MIN N/A H 9 200 FT H 515 FT fOFT<H5zoo TTr r H 5 2DO FT 12FT' + N/A H54OFT 60 FT<H 5.200 FT ATGRADE 6OFTcH58OFT I H5200 FT + 16 N/A AT GRADE 60 FT <H5200 ff NIA N S 200 FT 20 FT': I N/A AT GRADE - 60 FT < H 5 200 FT AT GRADE I H 5 200 FT N/A ATGRADE NIA. H 5 200 FT 25 FT' 60 FT < H 190FT- 60" MAX 48" MIN .._ ....... »,-... V___ _. i FT' 30 FT N/ A N/ AN/A: 60 FT <H5200 FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN N/A N/A AT GRADE 60 BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION 36 FT' N/A FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLOHIDA COUNTIES. FT < H <_ 200 FT, N L: og w U a Z. F-I 7 Q Zoe^, ° n oz" G I•. JZpE t aWo J Y ZarAz o 0-4 5 WOJ'dx39N3'MMM b170-117SE-17S6 :xVd 0990-bSE-VS6 :3NOHd ZtbbEE lJ rH7d39 Ol3Id2133Q J0T.# 3nN3Ay H.LZT MS 09T lonpad siyl to u6lsap ayl ul pasn uaaq sey ssails algemolle ul aseaJoul %£E ON speeds puim uoilellelsui snoiaeA 10J slgbieq do„oo1 algemolle wnwixeN 'L salmispS sno11eA J01 A4loede0 joyouy '9 6uloedS ioyouy pue uoilem6po0 dil0 9 giMi#tatt easy aoe}nS ilu(l algemopy wnwixeW 5$ V(f03d # ;gbiom w wnwpuiyy .>; rj luea 10191-1 liun algemoliV wnwixew Z i iu a wnwiuiylp.M 1. fl IgemoliV lN 6 eualpo u6lsap 6uimollol a4l Apienb of sisAleue leuollel Jo/pue ani,eJedwoo uo paseq lonpold ay; eleniena 6 , yoiym pajedaid uaaq aney suoilelnoleo bui a Aua leinlonjlSrZ ! 9. d j PwA leap seal ua pasad SNQi3v ino"i oo (33NiJNa Ql t1a1S sauoieaoq l r i tl`sal Aq 8L$£0L610 l3L# P E ILB£OL6 b0 131# (s)l odaj lsal gad spiepuels lsal 88-l9Lba Ws 0yjm a0uepj000e ui palsal uaaq sey abumioped leinlonils 6uipeoi lsal alewilin SJLUOd3M IS31 lJodaZl uoi,enieA3 siyl;o 7ped lej6a4ui us si 9'd 'opJeuua8 'I Muejd Aq paleas R pau6is 'ssajdx3 6uiiaaui6u3 Aq paaedaid 'g-1 s,aays '„suoileollddy palunoW dol-loon pue apea0-ly :d110 umo4-all Joe S llufl leoiueyoal l„ pallil gLEZ-56# 6uimeip 8l3 S10l 556 NOII n'ipa lonCIONd • ejep Bupepuejisgns suoisinW Jo suoileoglpow 9po0 6uipllna eplaold lueupied 6umollol paimbei aq lleys lonpad siy} to uoilenlena-aN 'apo0 ay, Aq pannbai leyl of lualeninba }seal is 'pepualui asodmd ayi a04 'sl Pus (gIOZ) uoil1p3 ylli,l apo0 6uiplina eplaolA ayl ylim aoueildwob moys of uiajay pezuewwns se palenlena JoIpue papal uaaq sey anoge palou lonpold ayl (p) L poylalN lad eoueldaooe opimalels jol *O,V*:i 1900'E-OZJ 69 jeldey0 aln l (uoissiwwo0 6uiplln8 eppold) sjie}}y Aliunwwo0 to luawpedaa epljold ayl to sluawa.nnbai ayl ylim aouep000e ui penssi 6uiaq si ljodaa uoilenleA3 lonpold slyl uo!;enlen3 jo adooS epea0 jo loo-1 is siiun ieolueyoaW yllm asN aod) walsAS d110 umod-ail laalS uoildiaosaa lonpad slapon ,,Z pUe „6 'sdil0 umoa-all I9949 pallolS :aweN lonpold b6L£E ld '6jngsJalad 'IS y7PoN I99JIS ylBZ 06Lb :ssappy jai nloelnueW leuolleui9lul dWa :aaanioelnuelN lonpad 9LCZ-56 :jegwnN loafoad ald 1d :aagwnN uoileollddy 560Z'j7L Iljd`d 1ZIDd3bJ NOi.Lvn'lVA3 Lonamici 1Z13dX3 ®SS3MclX3 EINM33NIMN3 1aOd3b] N0i-Lv'n-l`dA3 1mnaoNd E]NIH33NI J-N3 L•, SS3HclX3O 3 INEERING L3E—S '-, 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 (Le., engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Florida Building Code Online (f Page l of 2 Npan ?MN BCIS Home I Log In User Registration j Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ( BCIS BLe Map Links search Busines` Product Approval USER: Public User leg ul tft tn_ Q,yyitAmala NCO art a Ronik t3a .arc,ihQpjLlgn Lk> ADFIItatloti Delta", E FL # FL14239-R3 zu.. Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Authorized Signature Xianbin Meng benmeng8@yahoo. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Wi 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 L Validation Checklist - Hardcopy Received Certificate of Independence FL142J.9 R3 COI Index pd€ 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 BA423Ea3 Ed lu v gsi yS.0— Sections from the Code https:// w«,Nv.floridabuilding. org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted ' 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/201S Date Approved 06/23/2015 Summary of Products . FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models a(Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14239 R3 31-9wo,iidf 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 142 9- R3 AE 6W lkf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. . ttatk _. Haut . Contact Us.::jRgjt Ne2tiPtnnrae 4tre2t. 7 Itianee fL-3?3+>i+. Ptmtfe: 850.487-t824 The State of Florida is an AA/EEO employer. Cney iW1 2d47-2013 %ate or Fbrida.::: fdbv tatement . AF4r`4STft-Statemtn[ :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail addressreleased in response to a public -records request, do not send ete[ tro * coati to this eM7tg. Instead, Conbct,tha tlfice by,phone or try, traditional&b mail. it;You have any,4uestlons, please cont8S0.467.IM ePumui nt to kolon 455,275(1); FIa Qa Sfatutas eNedhie October S =2012, Ikcle+sees licensaet untkr Glal ptei 455, Ir S edust provide the DepsrtrMnt with ai, einaf iddress If OZ hate cioe. The "ils prdvicksi may be used foeotfirdal Communication with the licemee. However emaq.addresses are public record. If you d0 twt yr sh to oPly i-pefsonal-address,; pt+s0 provWe:thfi bepartment with ari emad address which can be made available to the public. To determine If you are a licensee under chapter 455yF..5,, please click bS[f_. Product Approval Accepts: ro tt https:// r.floridabuilding.org/prlpr_app_dtl.aspx?parani=wGEVXQwtDquDEJErtOSCei... 7/20/201 S BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS r 75LB MIN.WEIGHT, MECHANICAL UNIT f PER SEPARATECERTIFICATION, TYP. CENTEROF GRAVEN ASSUMED TO ACT AT THE j GEOMEI RIC CENTER OF THE I- - SEE DESIGN M°CHANICAL UNIT. ?C w tCENTER OF MECHANICAL UNII MUST HE _ '('" MAXIM. ULE UR6RRbi-Y.' MAXIMUM SURFACE SQUARE OR RECTANGULAR - n AREA AND DESIGN NO IRREGULAR SHAPES,, 111 } ,z0 - - PRESSURE, TYP. Qo '` sNluN\ 3, MAX j TrYP. HOST STRUCTURE DESIGN X BY OTHERS. SEE DESIGa— SCHEDULES FOR ALLOWAStZ SUBSTRATES STEEL TIE -DOWN CLIPS. SEE DETAIL. 1/3 & 213 i 9 FOR CLIP INFORMAI7ON, v TY'r'. i MAX TYP. I* MAX oYN , MECHANICAL UNIT' 1 TIE -DOWN ISOMETRIC 7YPE0,-O'CLI; NDir,UMUEROFCOPS I1 ISOMFIRIC- -IPER RYtER WIt.L:VARY PER....- Nc CONC-CT19N TYPES C3 C4 f?N StfEE7. TIE - DOWN CLIP DIRECTIVE EXAMPLE CTHE FOLLOWING EXAMPLE It.LUSTRAT'ES'THE PROCEDURE I1SED TU DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, 11, SCR ANY GIVEN MECHANICALUNITTHATCONFORMSTOTHEDIMENSIONRESTRICTIONSANDDESIGNCRTTEAIALISTEDHEREIN, SEE SHEETS 4.5 FOR DESIGN SCHEDULES MECHANICAL UNIT CRITERIA: ONSI DER THE INSTALLATION OF (1) MECHANICAL UNIT' WITH THE FOLLOWING CTUTERIA- VWt- 170 MPH, EXPOSURE -8- 48" TALI. X 48" DEEP x 48' WE. 100 LS (WEIGHT AS VERIFIED BY OTHERS) IN STALLED TO 3000 PST MIN CONCRETE WITH M-2- CL.ip AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) rcne F.._.._....... PROCEDURE STEP RESULT e`..... Y I DETERMINE. THE CONNELRIGN TYPE EASED ON THE OIAGRAMS ON SHELT 2 { CONNECTION TYPE 3 THIS INSTALLATION IS INTENDED FOR A VVlt-170 MPH, EriPC`5UftE'B'. T'N15 DESIGN 2 DETEAMINE WHICH DESIGN SCHEDULE TABLE TO USE TA CP,ITEFIA CORRESPONDS 70 TABLE 5 7 DETERC',INE .LARGEST FACE AREA OF MECHANICAL UNIT TO BE INSTALLED i 487x4N".36FT' THISUNITHEIGHTOF 4W IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". NOTE. THIS PRODUCE APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM, UNITHEIGHT'RES'TRILTION OF AN AICSTAND THAT tS A MAXIMUM 30"TALL IFAN A/C STAND IS UTILIZED, j CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30• DY HEIGHT tt CiL TN'(MNH tffii O 5 X_ 14 CM. —EDT" •=A^ THIS. UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS TITAN OR EQUAL TO 15 FT" DETERMINE THE ALLOWABLE RODE "OP HEIGHT OF THE INSTALLATON AODITIONAtLY, THIS UNIT MAY BE INSTM.L.ED ON ROOF -TOP HEIGHTS GREATER THAN OFT AND LESS THAN 300 FT. SEE (-) ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES.. THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HVRRIl INDICATED. IN THE ACCOMPANYING DESIGN SCHEOULF..S. THE DESIGN CRITE THE BUI'. O1NG THIS PRODUCT' APPROVAL AL_OWS POR EACH UNIT TO B"F INS" ALLED ON A. MAXIMUM 30" TALL A/C STAND (CERTIFICATION BY OTHERS) ON 1'0P OF THE HEIGHTS LISTED IN THE- OESIGN SCHEnUI ES. GGENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND .SHALL BE FABRICATED IN ACCORDANCE IM1TTH THE REQL+ IRF..MENTS OFTHE FLORIDA BUILDING CODE 1, ASCP. 7-1.0, THIS PRODUCT' MAY BE USED WTTHRI AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 2. NO 33.1j3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. DESIGN ISBASED ON CAIFNT PROVIDED ?RCOIX'T AND DIE SLEETS FROM TEST REPORTS # },U1, 2T0}A7A, fT ISO i17704i"BY TFSTING EVALUATION LABORATORIES, INC NO SUESTiTUTIC)7YS WSTHOUT WRITTEN . -APPROVAL BY THIS ENGINEER SHALL BE PERMITTED, 4, MAXIMUM & MINIMUM. DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CON FORM TO 5PECIFICATIONS STATED I'IEREIN. ALL MECHANICAL SPECITIC:ATIONS CLEAN SPACE, TONNAGE., ETC.) SHALL BE AS PER MANUFACTUPER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 5. FASTENERS TO BE r12 A %" OR GREATER SAE CRA IF 5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW B IILDFX BRAND, CARBON STEIN ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIPEMEN15 ALI FASTENERS SMALL HAVE APPROPRIATE CORROSION POTECTION TO PREVENT ELECTROLYSIS'. 6, ALL St'eEL CLIPS SHALL BE ASTM A283 STEEL (GRADE. O) WITH Fy=33 KSI OR BE?TER. ALL 5T EEL MEMBERS SHALL BE PROTECTED AGAINST CORROS ON W7 11 AN APPROVED COAT OF PAIN I, ENAMEL OR OT HER APPROVED PROTECTION L90 RATED COATING REQUIRED FOR ALL COASTAL INSTALLXTIONS. 7, ALL CONCRETE SPFLIFIED HEREIN 15 NOT PARTOF THIS CERTIFICA I1(NN. AS A MINIMUM, ALL CONCRM. . SHALL BE STRU"TI1RAl CKTNCRET74 MIN THICK AID SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE B. THE CONTRACTOR IS RESPONSIBLE TO SNSU"ATE ALL MEMBERS FROM OTSSIMILAR MATERIALS TO PREVENT ELECTROU'SiS. 9. 'LEC'IRIGM1 I GRCAiIiDI IYHE. AE 1.7IRED, TO BE OSSIGNED L INSTALLED iIYQMB.RS: 10. E ADEQUACY OF AIIY EXISTING SIRth`7LRE TO VfITI{STAkID 5UAARIA0O,F,ED LOADS SHALL.IA VERAPIED. BYTHE.OttSITE DESSGII PRO E55,e,¢NAI, hND ISINOTTNe3.UDED 1N THIS CERTIFICA'TION, EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDT•l0!,AL CERTiFICA'TIONS OR AFFIRMATIONS ARE INTENDED. 11, THE SYSTEM DETAILED HEREIN -IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPEG'FiC S1T - FOR SITE MNOTIIONS DIFFUI-NI FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC OOCUMEPITS FOR USE IN COWUNCRON WITH THIS DOCUMENT. 12.. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL. RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALT FRED WATERPROOFING MEMBRANEIS RESTORED AFTER FABRICAT ION AND INSTA! n7T0(4 OF STRUCTURE PROPOSED HEREIN.'III$ ENGINEER SMALL NOT BE RESFONSIBLE FOR ANY WATERPROOFING OR LEAKAGE IS.YI.E., WHICH MAY OCCUR AS WAIT ER•TIGHTNESS SHALL BE THE FULL RESPONSIBILi 1" OF THE INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES TWAT ACCOMPANY THE VVII WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26,7.3 OF ASCE 7-10. 15-2 CONNECTION TYPE Cl AT EACH CORNER FOR A TOTAL OF (4) PER UNIT ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS SUBSTRATE DESCRIPTIONTIOSUs3TPtA-TE'_7__[' ONI : 1 1) - SA6-0 CA IJ-5/16-0 CARBON Sl- L ITN BUILDEX TAPCON, ITW RutIOEX TAXOr", CONCRETE: 2W FULL EMMO TO CONCRETE 2y. FULL EMBED TO 4- THICK MIN, 100c. PSI MIN.) CONCRETE, 3ij" MT N. EDGE DISTANCE, wm. 4' 77.:(:K MIN, 3000 PS! MIN.) Ec'm DISTANCE, VI.- MIN Z zt S'ACJ NG ANY ADJACFNT ANCHOR SPAPC14ING .TEO111AHNDR A2 ALUM 1)-#14SAE CRADE5 ALUMINU SAGRA E 0,325 .- mm, SHEFT METAL SCREW TO ALUMINUM, ON SHEET METAL SCREWS TO ALUMINUM, PROVIDE ( 5) 7 H! C K , 11 ps S N_ PAST MIN- rHl HF' 'm 'AST 3" MAX T,yp, xl 11 CUPS MIN. AL U"M' I", ._M5) THREAD PLANE MIN. At. 4') THREAD MANE I' gl ll SAF. GRADE 5 STEEL: r?,4114 SAE GRADE 5 SHE M SCREW TO to; 0, 125 IN. SHEET METAL SCREWSTO3" NAY N , HIC X MIN, STEEL PROVIDE (5) PITCHESMIN. PAST THREAD PLANE THICK, 33 K51 MIN. STEEL)' STEEL, PROVIDE (5) PITCHES MIN, PAST THREAD PLANE IN e- Typp 1, EMBEDMENT AND EDGE DISTANCEEXCLUDES FINISHES, IF APPLICAULE. 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR EY-"HEDULE. 1 SEE DFTAIIS ON SHEET 3 FOR ANCHORS ATTA04ING 10 MECHANICAL UNIT. CONNECTION TYPE C2 cz, 1 CLIP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF tL_PER UNIT UNIT WIDTH 6" MAXX 6' MAX CLIP OF, - CAJJP PAIR SPACING--_--F CUP OFFSET 3" TYP MECHANICAL CLIP-CUP Ul rT PER SPACING SEPARATE CE RT CUES 1 31144X 21 ct IPS MAX UTT U2 E (4) CLIPS EA SI D OF UNIT FOR A "IDTAL OF lyp. E 8) FF.R UNITMAX,'` rYP C3 CONNECTIONTYPE C3 ALTERNATE CONNECTION TYPE C4 / 5 ATE (8) CLIPDETAILr_qjF'- V"UZV,(L) AT EACH CPP)G'TIFOR ATOTAI.OFU4d76AQ+c_ARxEflwRA N.T.S. PLAN VIEW THISDETAIL MAY BC USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE ( 2) CLIPS AT EACH CORNER FOR A TOTAL OF (ki) CLIPS PEP UNIT, is - I 7 FOR ANY CUP LONGER THAN 10' 0.19" UTILIZE (5)-t 12 SAE GRADE 5 SHEET METAL SCREWS, TYP. 0.060'THICK"-` ASTM A2R3 STEEL. TYP. 3)-012 SAE GRADE S , j LL Cl SHEET METAL SCREWS to, aU iyy FOR CUPS UP TO 5" LONG. UTIU2E (S) F12 d/ IV'ifSNECTMETALSCREWS FOR CUPS LONGER-- U THAN 5 TYP. '' q-O HOLE, WMI jlJ ANCHOR FROM I' UUUJJJ CUP ANCHOR SCHEDULE, TYP. 0 (OTHER DIMENSIONS SIMILAR) 1 1" CLIP ISOMETRIC DETAIL 3 N;T,S: ISOMETRIC 0.12rlm 0.072' OR 0.113" THICK 5 AS'M A2.83 STEEL, TYP. I? 3)-A32 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4" LONG. UTILIZE (4)-1t12 SHEET METAL SCREWS FOR CLIPS LONGER THAN 4", ry j TYP, i IIIYYYI'1U1U1! CHOLES T TO BE USED FOR ANC'IOKS, TYP. FACT ORY-MILLED Y."O HOLES;,' UTILIZE (1) OR (2) ANCHORS' FROM 2" CLIP ANCHOR SCHEDULE. TYP. z 2" CLIP ISOMETRIC DETAIL q N.T.S. —_ ISOMETRIC MECHANICAL UNIT BY OTMERS. ALUMINUM HOUSING UNITS SHALL. BE 6063-T6 MIN. ALUMINUM SHEET WI1M Fty-30 KSI, 0.125"— MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy,33KSt MIN. STEEL, GRADE 33, 22GA MIN, (t-0.0299"). 0.068' THICK:ASTM A203 STEEL CLIP, TYP. BASE OF UNIT SHALL. BE FLUSH WITH BASE GP CUP, NO SPACE PFRMFTTEO, TYP 3). *1 SAE GRADE 5 SHEET METAL SCREWS FOR GIPS UP TO S LONG UTIU2F (5) 012 SFICET METAL SCREWS FOR CUPS LONGER THAN 5 . PROVIDE (5) PITCHES MIN. PAST THREAD PANE FOR EACH SMS, -YP. ANCHOR PER ANCHOR' SCHEDULE. SUBSTRATE PER ANCHOR r: `•' SCHEDULE.".( VARIES) 1" TIE -DOWN CLIP 3 ,. ANCHOR DETAIL V.0• DETAIL CLIP IS DESIGNED FOR FULL CONTACT W1'I'11 THE BAST.. OF EACH MECHANICAL UNIT, TYP. MECHANICAL.. UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEETWriH Fty-30 KSI, 0.125 (3).912 SAE GRADE. 5 SHEET METAL SCREWS CUPS 4" MIN, "THICKNESS, STEEL HOUSING UNITS FOR SHALL BE ASTM A653 Fy=33KSI ITS LONG. UTILIZE (FOR 12 SHEET STEEL, GRADE 33, 22Gk MIN, (t=0.0299"). - - 1 METAL SCREWS FOR CUPS LONGER THAN 4". PROVIDE IS PITCHES Mi N. PAST THREAD 0. 072" OR U 113 % / > FOR FACH SMS, TYP, THICK ASTM A2A3 S" TEELCLIP TYP k1ASF. OF UNIT SHALL (L) OR (2)ANCHORS Tl ' PER ANCHOR RE FLUSH WITH BASE f]'iLLr*r •'..t/r 318 SER AONC C OF CUP, NO SPACE PERMITTED, TYP. SUBSTRATE PER ANCHOR 1- SCKEOULE VARIES) 2" TIE -DOWN CLIP 4 ANCHOR DETAIL 3 r _ .1'-O" DETAIL CLIP IS DESIGNED FOR FULL CDIITACT WITH THE RASE OF E41 HMECHANICAL LWIT, TYP. I Tp , L. K'f.YMD3, PA. tmnMtl ' ... ry iw ZX ma W F w r° tA rn S C, U 1 a 15- 2378 TABLE 1: Vult=175 MPH, EXPOSURE C TABLE 2 : Vult=175 MPH, EXPOSURE D ,`:4 ' ....... 4 p ( FOR USE WITH A RISK CATEGORY II STRUCTURE IN'THE HIGH VELOCITY HURRICANE ZONE-) FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE HICH VELOCITY HURRICANE ZONE') ALLOWABLE ROtlF•TUP HEICaHI (NEIG1iT_U — tI00YN CONFIGURATION TYvTIE-DOWNCON !GURATICN TYPE ws. . SURFACE AF." cA OF UNiT UNIT i I SURFACE AREA OF. UNIT I UNIT - f1 ! C2 _ C.i CA C f2 C3 fd UNIT LARGEST HEIGHT WIDTH i UNITS:NLG£ST- HEIGHT F I .1- ( Q S•,} FACE T FACE- _ 7 i ii,J . - .a x 12. MIN hJ/A-- /TGRADE-: TGRACIE y„HS100 FT_I 6F.'a _ 2S"MAX 12-Mtn N/A. A7GRADf ATG0.ADE H%200 F1' Ue sd M}Ut.T1 IN N!A ATGRADE'-A7 GRADE H560 FT 9fT' 32'MA%15 MIN N/h: AT.GP,AOf NIA H 30 fT z,• i.. .,_.._ ., G. ca 4F + AT GAADC -NS200 FT- H 30 FT H420OFT 4TV w_ ATGRADE H 2U0 FT ATGRtOE HIS200 FT i CFt ATGRADE M+'40 F'L ATGRADE N5200 FT,,r fir' N/A'. II515FT ATGRTDF H 2O0.FT -Jw 9W _..'4G" MAX 24'MIN f1jA ATGRAOB ":ATrAADE.,;.._Hf 750FT y 7 43"MAX 24 MIN NIA i A _.ATGRADE gATGRADE Hs80fT w u_^} J t ..... _.. - i _ A/A ' AT GRAOk 'AT GRADf II540 fT c I N AT GRADE < a N/A AT GRAUE N%A5FT . _ N/A-W .AT GRADE NIA A7 GR10E t ATGRApf , AT GRAD 20FT MIA AT GRADE N/A AT GRACE NIA 20 FTNlA " G 25 Ra N/A AT GRADE N/A AT GRADE 2t FT 71/A N/A_. N)A AT f RA 00 MAX 4R" MIN G MAX - 6R MIN ' { 30 FTx: N A N/A N/A Y pT,GRhDE. 30 FT NIA N/A- WA. AT GRAD£ N[Ar.. NlA. tlfA At GRADE i M THISTABLEIS PERMISSIBLETOSEUSEOWFtHIJ"HE HVI.2 WHICH CONTAINS BROWARDAND 'THIS tA81E.LSPERMISSIBLETO BEUSEDWiTHINTHEHVHI W'HICHCONTAINS OROVeAR 1 AND V v M!AM VDADE COUNTIES. CH ECK W!TH LOCAL AONORHS HAVING JURISDIT,ON FORTHEAPPUCABILITY MIAMI-DADS COUNTIES, CHECK WI7H LOCAL AUI HORI I HAVING JURISOICI ION FOR714E APPLICABILITY 'z m q Of THIS TABLE WTHIN CERTAIN FLORIDA COUNTIES. OF THIS TABLE WITPIIN CERTAIN FLORIDA COUNTIES. F"'I 3 O y O nnzm 51. z TABLE 3 : volt= va MPH, EXPOSURE C TABLE 4 : Volt=170 MPH, EXPOSURE D s '; w FOR USE WITH A 9 SK CATEGORY II STRUCTURE') (FOR USE WITH A RISK CATEGORY II STRUCTURE'; Fp c ALLOWABLE ROOf-TOP HEIGHT {HI —.— --- -----t ^ ALLOWABLE ROOF TOPHF'CHT (H z T!E- DDOWN TYPE i W o a = ¢ TIE -DOWN CONfIGUR.47'ION'IYPE rL U ... MAk MUM _ z z z0 p I. SURFAC[ AC A O _ UNIT - UNIT C1 1 C2 C3 CM1 f SURFACE AREA Of UNIT - UNIT C1 Ca C3 C4 z < UNG'S LARGEST - HEIGHT ; WIDTH I I UNIT` A LARGEST 14EIGITT WIDTHd w 0 PACE FACE ATGRADE ' AT GRi, DE ,T 6FT -26 MAX 12 MIN N/A T! H:; 200 FT 60. FF<H 5160 t' H510U FT + 6fT- 24" fd4X 12"Mlh N!A H 7t1)FT 60 Ft<HS30P ^h 52GO F' 15 FT q ! AT GRADE F. 32 MAX 15' MIN -! N/A ATGRADE H S 20U FT ! FT= i2" MAX 5 MIN NrA 60 FT H 2OC FT' N/4 H s 200 FT- 1 GO F'T < I I 200 FT ........_ ..._ .. .._.. G )60 FT H120)F1 H52GO FT H5200 F' H. i!)0 fl ! qFi AT GRACE { 11 s 200 fT H5200 FT H5200 FT EDFAT S00FI; I jal f1Al GRADE I - H 5 200 T H s 2W PT G t'I't N/A H oC FT 200 FT H 15 fT 200 fT F s tCU '. 1 qkn i 'b2 O FT H< 200 F' H5 41- AT GRADE, nlfA H$ 15FT AT GRADE H52.CO FT 'tQ EjfZ Y" 9 FT2 43'MAX 24' M!N _.. N/A H 2CO FT j 60 FT IN 5SOFT..' H120D FT 9FT' .. 48"MAX 24'MIN s 50FT<HS20OFT iqi .i Y N/A Al (.RAOF N/ A H S It70 FT 12 FT' N/A N/A N. s 200 FT j 1< FT' - FO FT c HRS 201T 4j {3 b4E i ( i T60 FT,, 2O0 FT' .. ,. ! H54U FT A 1 T 15 FT' N/A j AT GPADC N/A H 5 2O0 FT 16 T' N/A N/A, N/A 60 F < Fl t 'fi0 FT I T I t I .. I. ...... .. ... ._ ... ' . .l. .... N/ A AT GRADE N/A 4540 FT. rgM(a Ie 20FTv _ i tJ/A ATGRADE T N/A' _ H5700 FT eOfTa T _ 60 FT •:H5200 FT TGRADE . ACKLICtWCR)i t H530 F7 ATGRADE ¢ 25 F ° ! N/A ! N/ A N/A F _.... 25 FT' N/A N/ A _. .NIA 60 FT < H S 200 FT ea' MAX 4a°MIN f- eD T <H 5 20D F 15 2378 J.... .... . .. v ._ AT GIi.WE 0 48 MIN tJ lA AT GRADE sou el 5 " MAX " 36 FT' N N/A t N/A 30 Fi' Ni.4 N/A' 60 F'; < H c ±UO Fi',. iQS.RFt _ TfrO fAs RXDET 1. _ A .. NIA I N/ A ATGRADE i6 FT' ... NIA N/A N/A ... _ ATGRADE...... r - ASAN EXAMPLE, THIS TABLE IS PERMISSIBLE i0 B. USED WITHIN PAUd BEACH COUNTY. CHECK WITH LOUT 'ASAN EXAMPLE, THI5 TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY" CHECK WITH LOCAL AUTHOR:TY HAVING JURISM01014 FOR THE APPLI ABILItY Of THIS ]ABLE VJITNIN CERTAIN FLORIDA COUNTIES. AU'IHORfFY HAVING JURISDICTION FOR THE APPLICABILITY OP THIS TABLE W:IHIN CERTAIN FLORIDA' OUN TIES. //I I TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY It STRUCTURE-) i ALlOWA81Efl00E-TOP HEIGM:{1Ej.' TIE -DOWN CONTTGURATIOMTY,PE MAXIMUM 1 SURFACE AREAOF UNIT I UNIT Cl C2 C3 i C4 LINITSLARGEST HEIGHT WIDTH FACE 6 FT, 24"MAX HS15 FT 12" MIN 1ja , 60 FT H520 FT H5200 FT i H<200 FT H5200 FT 9 FT' 32" MAXI 1 15" MIN. Al GRADE f. H S 200 IT 4 H 5 200 FT H 5 200 FT v 4 FT' _ H 5100 FT j H 5 200 FT H 5 200 FT H 5 200 FT Lo H 5 40 FT 5 200 FT H 5 200 FT H S 200 FT 6FT, FT . HS 200 IFTH 60FTFTC24" MIN 1 AT GRADE 60 fT<H.S AD FT ( H5200 FT H5200 FFT H5200FT 9 F7' 1 48"MAXI 12 FT2 I d AT GRADE H 5 200 FT , OFT S 200 FT H 511 FT j N/ A H 5 200 FT H 515 FT OFT <Hs 100 FTm H 5 200 FT 16 FT, - 20FT2 ! NIA s 15 FT H5200FT '66FT< H sMFT H5200F7 25 FT 160FT< N /A 1 H540FT t ATGRADE H 5200 FT, 60 FT<H 580fT H 5 200 FT 60"MAX 48"MIN 30 FT' 1 N/A M i 15 FT AT GRACE H 5 200 FT 60 FT< HS 160 FT; AT 36 FT' N/A M AT GRADE H., 200 FT 60 FTHRS80FT; TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF - TOP HEIGHT (H) TiG-DDWNffINFIf. I;RATIfIN TYPE MAXIMUM I SURFACE AREAOFUNITUNITClC2 ) C3 1 C4=. ; UNIISLARGEST HEIGHT FACE WIDTH 6 Fie 24" MAX I 12" MIN AT GRADE I H 5 200 FT H < 200 FT H 5 200 F% < 9 FT' ; 32" MAXI i 15" MIN 1 N/A 1 H 5 200 FT f M 51H5 FT I (60 FT<5200 FT H 1200 FT I 4 FT2 H 1200 FT H 5 200 FT I H 5 200 FT H 5 200 FT 6F' ATCRADE fi0 H5200 FT H5200 FT H5200 f7 f 9 FT' AS MAX t AT GRADE 1 d' MIN 4 H 5 200 FT FT H 1200 FI ' 160 FT < H 5 200TT AT GRADE H 1200 FT 1 60 FT<H 5140 FT H 5 200 FT I 12 FT' I N/ A 60 FT < H 5 200 FT ' AT WAADE H 5200 FT 4:. 16FPN/A' 20 FT2, 1 I N/A H530 FT ATWIAOE 60 FT <H5200 FT H1200 FT 25 FT' N/A AT GRADE I AT GRADE' M < 200 FT MAX 48- MIN 1- •- 60 FT 5H 5140 FT( y 1 30 FT2 N/A i ATGRADE N/A H 5 200 FT 36 FT i_..._..... __._........ _... _._..__.._,.._,_.._-__.. N/ A 1 AT GRADE NIA. 30 FT 60 FT<H5200FT' TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY It STRUCTURE') ALLOWABLE. RUUF• i0P-HEIGH'I`(H) i TIE- GOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT- UNIT Cl C2 C3 C4 UNIT'S LARGEST (.11EIGHT WIDTH ` FACE 6Ff' I24" MAX 12 MIN i N/A H5200 FT H 530 FT tt 60FT. H5200FT4Ns20DFTAT GRADE 9 FT' 32" MAX IS MIN NIA H 5 200 FT 60FT<H 5140 FT, H 5 200 FT 4fT H540FT b60 FT< H 5200 FT HS200FT H5200 FT I H5200 FT I 6Fr AT GRADE H<_200 FT H52C0 FT H5200 FT 60 FT' H5100 FT TH 9 FT' 49" MAX 24 MIN + N/A H 5 200 FT S 36 FT 1 60 FT HS200R H 5 200 FT t 12 FT' r N/A H540FT' 60 FT< H5.2DC FT ATGRADE 60 fT< H580 FT i 5 200 FT H N/A ATGRADE N/ A ) H5200 FT 16'IF.T' 60FT<H5200 FT. AT GRADE 2Qt71' N/ JJ 60 FT H5200 FT AT GRADE H 5 200 FT. 25 FP N/A AT GRADE 60 FT 580 FT' N/A ' H 52D0 FT 60" MAX 48"MIN:-_.,_...__-.. 30 FT' N/A N/A N/A' HS40 FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN 60 FT < H 5200 FT N/A N/A AT GRADE ` BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION 36 FT' I N/A F0R THE APPLICABI LILY OF THIS TABLE WITHIN CERTAIN FLURIUA COUNTIES. I60 FT < H <_''<00 FT 0 t 15- 2378 ENGINEERING EXPRESS J f ® a PRODUCT EVALUATION REPORT ENGINEERING EXPRESS EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1{d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS. FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. o TEST REPORTS Ultimate test loading structural performance has been tested in accorda standards per test report(s) #TEL 01970387A and.#TEL 019Z038 S by Inc. STRUCTURAL ENGINEERING.CALCULATtoNs Ralsed.tEn neer's Structural engineering calculations have been prepared which Pagos evaluate the product based on comparative and/or rational' analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width I 2. Maximum Allowable Unit Height Frrankank-y3. Minimum Unit Weight PEOQ4 6` 4. Maximum Allowable Unit Surface Area lditttlo 4 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGFXP.COM ItENGINEF=RINGN1EGIf—cr=S 4/ 14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e., engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 W WW.ENGEXP.COM FEB 2 6 2018 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: Cj{ i2 rp ,`-- Historic District: Yes No Parcel Ill: 177)0-,nbtD& /l<d fq ,vAp c * Residential W Commercial Type of Work: New V Addition Alteration Repair Demo Change of Llse Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: 'Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 City, State, Zip: MABLETON, GA 30126 Name Street: City, St, Zip: Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MA1' RESULT N YOUR PAYING TWICE FOR I1N7PROVEMENTS'TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THEJOB 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all .work will be performcd to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate hermit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. IBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: Sr' Edition (2014) Fllorida Building Code Revise& Juice 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 pernut is verification that I will notify the owner of the°property of the requirementsof Florida Dien Law, FS 713. The City of Sanford requires payment ol',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 tune of submittal. The actual constructan value ,',rill be figured based on the current ]CC Valuation "fable in effect at the time the permit is issued, in accordance with local ordinance. Should' calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. ON1rNER' 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. s sSignature yfQ+ner/Agent Date Sinauire orGontr or/Agent ate ry Print 0"mer/Agent's Name Signature of Notary -state of Florida Date Print Contr c-tor/ gent's`Name 5 = nature oFNtxary-State!of Florida ate N EXPIRES GE ORGIA JUNE 8, 2020 Owner/ Agent is Personally- Known to Me or Produced ID Type oflD Contractor/ Agent is Personally 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: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures. Fire Alarm Permits Yes No WASTE WATER: BUILDING: Revised - June 30, 2,01) Permit Application w CITY OF SANFORD BUILDING $ FIRE PREVENTION PERMIT APPLICATION Application No Documented Construction Value: S —12co ` Job Address: `< '\ "( { Historic District: Yes No 0 Parcel ID: Residential Commercial r Type of « ork: New © Addition Alteration Repair 0 Demo Change of Use _AJove Description of NN ork: Plan RevieNv:Contact Person: Phone Fax: Email Title: Property Owner Information Phone: Street: C i Resident of property? Cih,, State Zip: Contractor Information fr Name- i f Ir t T"- f - l i ` ( Phone: Street: "' fff Fax: Cite, State Zip: l c, `7; 47 -7State . -D iNName: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax E- mail: _ N1lortnaare Lender: Address: ARMING TO OWNER: YOUR FAILURE TO RECORD A -NOTICE OF CO)IMENCE)IENT NMAY RESULT IN YOUR PAYING T«10E FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COAMENCEMENT 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 CONEMENCEMENT. tt; Application is hereby made to obtain a permit to do the sN-ork and installations as indicated. I certify that no work or installation has coaiinenced prior to the issuance of a permit and that all work will be perforied to meet standards of all mass regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical Nvork, plumbing, signs, svell,s, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. f EC105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5`1' Edition (2014) Florida Buildin.- Code Reviscd: Junt 30,1_Q1 Pennin Application M NOTICE In addition to the requirements of this permit. there may be additional restrictions applicable to this Property that rlay be found in the public records of this county, and theremay be additional permits required from,othe-r govemmental entities such as water manm, ement 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 ftmued off the executed contract exceedthe actual construction value. credit will be applied to your permit fees when the permit is issued. ONVNEWS AFFIDAVIT: I certify that all of the foregoing infortnation is accurate and that all «vork Neill be cone in compliance Nvith all applicable laws re elating construction a 'ng. Si--nature. of Ouaser1A2mt Date Sianarure of Print O« yer.':1,en "s.Nain' signature of Naar State of Florida Da-,; LEM trac or A?:ut' Nwtie. Dar AMY R. tAORRIS Notarypubli,c- StateofFlor'ida Earl ^issi6n = GG 185269 f A4j . Cornrn, Expires Mar 10, 2022 Qwner1AL,ent is Personally Kpotit n to ale or Contractor/. 2ent is Personally Known to N'Ie or Produced M Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing, Gas[] Roof Construction T3rpe: 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 APPRON'ALS: ZONM\1G: C0NEVIE\ TS: E:RGENEERTING: UTILITIES: FIRE: Fire. Alarm Permit: Yes No WASTE WATER: B, UILDFI\,G: KelpIs `'d: Iue. 3fi. 2015 Perin it ion CITY OF SANFORD APR 0 2013BUILDING&FIRE. PREVENTION PERMITAPPLICATION Application No: 1y F Documented Construction Value: $ In Job Address: nt'A Historic District: Yes Nog Parcel 11): Residentiato Commercial Type of Work: Newo Addition Alteration Repair Demo Change of Use 0 °Move Description of Work:.'4dAL0, ; Woc IL_ Plan Review Contact Person: ,' Title:,, Phone: `tl} 7 -645800 >t+'axi ,' 35 Email JAVae,}C;4,L1,h, Chy Property Owner Information Name al r , , , Phone:, = Street:_ lt` CJ ' . _1.' Resident of property? City, State Zip: `'g. Cont a or Information Name ' ,°l_ w t.rl!` Phone: Fax:. Street: ;. DJ,- C., CSC0nCity,State Zi p• c Q,r e : State License No. 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 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 tat-.' work will be done in compliance with all applicable laws regulating, construction and xo g, Signature of Owner/Agent Date Print ,o"WAgent's Name Name Signature,ofNotary-State of Florida Date SigriatureofNa ry-State ofrlonda ate` CHERYL D AKERS MY COMMISSION # FF998962. W EXPIRES June 05, 2020 t407) ha-0t53:. FtoriCallotaryS!utce.gc+m.=. Owner/Agent is Personally Known to Me orContractor/l gent, i—Personally Known to Me or Produced ID Type of ID Produced ID Type of ID, BELOW IS FOR OFFICE NSE 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 aF n v.Gnarwmr. 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GR fsc•• SAC DurrTail ig 1anaEer Dafi 5/Yv/ tali. 11 fa nu STATEWIDE r State Cert CAC032448jZIDEL-AIR1-888-831-2665 HEATING a AIR CONIDITIONING JASMINE COVE VERSION 1 OPT LUXURY OWNER'S SUITE 3.0 15.0 3 4,604.00 JASMINE COVE VERSION 1 OPT SITTING RM 3.0 15.0 3 4,509.00 LARGO 3.0 15.0 4 5 530.00 LAUDERDALE 3.5 15.0 - 3 LAUDERDALE OPT BONUS 5.0 15.0 3 G733.00 LAUDERDALE OPT BONUS BATH 5.0 15.0 4 68:18.00 LAUDERDALE OPT BONUS BDRM 5.0 15.0 4 36,929.00 PALMDALE 2.0 / 2.5 15.0 4 029.00 PONE VEDRA 2.5 15.0 3 4,712.00 SANDPIPER POINT VERSION 2 3.0 15.0 2 4,25U.00 SANDPIPER POINT VERSION 2 OPT 1 ST FL BDRM/BDRM 5 _. 3.0 15.0 3 4,38.00 SANDPIPER POINT VERSION 2 OPT LUXURY OWNER'S SUITE BATH 3.5 15.0 3 4,901.00 SANDPIPER POINT VERSION 2 OPT OWNER'S BATH _ 3.0 -- _ ; 15.0.. _ 2 4, 9S. 0. SANDPIPER POINT VERSION 2 OPT SITTING RM 3.5 15.0 _ 2 4,065.00 SANDPIPER POINT VERSION 2 OPT STUDY 3.0 15.0 2 4,333.00 SANIBEL VERSION 1 2.0 / 2.5 15.0 4 8;098.AQ; SANIBEL VERSION I OPT 1ST FL BDRM 2.5 / 2.5 15.0 5 8,750.00 SANIBEL VERSION 1 OPT BATH 2 2.0 / 2.5 15.0 5 SANIBEL VERSION 1 OPT GUEST SUITE 2.5 / 2.5 15.0 5 S40G,A Q SANIBEL VERSION 1 OPT MORNING RM 2.5 / 2.5 15.0 4 8;455.00 SANIBEL VERSION 1 OPT STUDY 2.0 / 2.5 15.0 4 8;2000 SANTA ROSA 3.5 150 4. 5496.00 a _ SANTA ROSA OPT BDRM 4 3.5 15.0 4 51526.00 SANTA ROSA OPT MORNING RM 3.5 15.0 4 5,600.00 SANTA ROSA OPT STUDY 3.5 15.0 4 5,581..00 SAWGRASS 3.5 / 2.0 15.0 4 9,232.00 SAWGRASS OPT 1ST FL SUITE 3.5 / 2.0 15.0 5 91485.00 SAWGRASS OPT 2ND FL EXTENSION 3.0 / 3.0 15.0 5 9,725.00 SAWGRASS OPT BATH 2 3.5 / 2.0 15.0 5 9,288.00 SAWGRASS OPT BONUS BDRM 3.5 / 2.0 15.0 4 9,222.00,. NNAC S FATS: CL:It'1 IAC it CAC13'_a4S 31 (A)DISCO WAY Sunfurtl. ""'3'_771 f4071 33 3-C'001.