Loading...
480 Rocky Grove Ln 17-3735; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000084 BUILDING PERMIT NUMBER: 18-10000084 DATE: February 01, M'sl 3s 20183ys, e Say -7 UNIT ADDRESS: ROCKY GROVE LN 480 21-19-30-510-0000-2780 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: 480 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 278 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou ing ROADS -COLLECTORS N A 705.00 1.000 dwl unit 705.00 Single Family FIRE RESCUE Hoping N A 00 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE ORD Hou iAng 5,000.00 1.000 dwl unit 5,000.00 PARKS 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE BUT NO LATER THAN CERTIFICATE OF OCCUPARY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE RE UIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES OVERNING 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 c 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE U 4 ! tsij'eQ EIVE CITY OF SANFORD BUILDING & FIRE PREVENTION r PERMIT APPLICATIONwig2V Application No: 735 Documented Construction Value: $ Job Address: 4/ F6 a C 41 C, kV'L4 Historic District: Yes No 0 Parcel ID: 7T-19-30- 510 -0000- PV 0 Residential 15a Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - LOT NUMBER: ;1-7 /Ai Je/ Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: d hn PermitsPermitsPermits.cOm Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: MAITLAND FL 32751 Phone: 407-257-6940 Fax: State License No.: CBC1257462 Architect/Engineer Information Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: 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 IMPROXEMENTS 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 Penmit Application J I (,% 5, / Z 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. e14, * . / W(3 Si lure of Owner/Agent 96te TAYLOR MORRIS( Tint Owner/Agent's Name Signature of Notary-StSt nda D. a .. Date / My COMMISSION i FF 209108 EXPIRES: June 27, 2019 J'+h __ _.; iP Bonded 1DN Budget Notary Setvien Owner/Agent is yy& Personally Known to Me or Produced ID N/A Type of ID A41 /-i a:; /243 gnature of Contractor/Agent Date /, JOHN ASA WRIGHT Print Contractor/Agent's N Signature of N - Late of Florida Dat N. D. A CLARK MY COMMISSION i FF 2MI08 o, d EXPIRES: June 27, 2o19 leor j%`Bonft TAro Budge) Notary Serrku Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [A Electrical® Mechanical [t( Plumbing© Gas[] Roof Construction Type: N16 Occupancy Use: 23 Flood Zone: Total Sq Ft of Bldg: 3241 Min. Occupancy Load: t'1 # of Stories: Z New Construction: Electric - # of Amps Zev Fire Sprinkler Permit: Yes No [9 # of Heads APPROVALS: ZONING: 2A figUTILITIES: _ COMMENTS: ENGINEERING: JATG I-Z- W15 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. Mq Plumbing - # of Fixtures 2-2- Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 4g 4: I Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # i'l- 3-1 'S S BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 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: 410 (-e A G,2avo:'-' ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final rMin Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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. GRANT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 9044 Ps 258 QP9s) CLERK'S T 201712837E RECORDED 12/20/2017 10:04:28 AM RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT ),-7 I/ Legal Description: Thornbrooke Phase T , according to the plat thereof, as recorded in Plat Book V Page7u•-yiof the public records of Seminole County, Florida. Addresses : '/I'O %-uc l C7 Kam- Lci N-`, 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 : 1016119 Signature of Owner's Agent: Yfin' Asa Wright Taylor Morrison of Florida , c. Sworn to and subscribed before me this by John Asa Wright who ' onally known to me. Notary Public DA Clark My commission expires: 6/27/19 Serial No. FF 209108 cl AP CO1^P'i E.k St lv r urn r, FLORIDA ,; =^ . 4 E DaT-: 7 Dae_ r vp MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 otary Signature: tLM*0jd dNobrySenlrr! torn roil W OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1-1 "3-73.5 Documented Construction Value: S Job Address: g eo a C 'I Historic District: Yes No Parcel ID: 9:-19-30- 5io -0000- X(ef 0 Residential [5a Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASF_ LOT NUMBER :'% Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@Penn fts Permits Permits. m Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No. Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Address: Mortgage Lender: _NIA Address: 407-257-6940 CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IWROV-EMENTS 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 perforated 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: 51° 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 ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the 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. IZ'I,, C - -- / W(3 Si atureofOwner/Agent to TAYLOR MORRISON OF FLORIDA INC Signature of Notary-Stft Porida D. a ate / fit' * MY COMMISSION I FF 209108 EXPIRES: June 27. 2019 Bonded ibm Budget Notary Senka Owner/Agent is yE& Personally Known to Me or Produced ID N/A Type of ID 40,.,0tr< L::: 12,1f:Z11,7 gnature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's N Signature of N - Late of Florida 4Da 40.....° D.ACLARK MY COMMISSION I FF 209108 EXPIRES: June 27, 2019e,nV 8w*dThN6udplNo1;rySeniW Contractor/Agent is YES Personally Known to Me or Produced ID NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps. Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTEWATER: FIRE: Revised: June 30, 2015 Permit Application o 1877-1 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 480 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2780 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) OF - G A USE ON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3735 Reviewed by: Michael Cash, CFM Date: January 2, 2018 a r : Application for Right -of -Way Use 0 R I % for Driveway, Walkwa .& Landscape ORIpF —1877 —11 y y Department of Planning & Development Services www.sonfordfl.gov 300 North Park Avenue. Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the 11 attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. po Cellbefore e®Wa/ P-1 V w, e.aabelow. foroyouai¢ 1. Project Location/Address: 2. Proposed Activity: Driveway Walkway FIOther: 3. Schedule of Work: Start Date `I/, 9 vn +/ cC ompletion Date Emergency Repairs 4. Brief Description of Work:, elWAI ) .06K Al TFP, This application is submitted by: Properly Owner. % // p D p' /, Signature: t A s sqn/ Print Name: /d... pOV6t'®IV hT// 9S Address: IV Ma7l*, MAIL 44A)E Phone: c407-7 (•- S 0 Fax- 0fQ,0bDiZ@ P l -D-01 1 Date: 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 Installationlimpnovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public righW-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 Requestof 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, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City' s right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: /c / 31? This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 6401.24 hours In advance to schedule a pre -pour Inspection. Pre - pour Inspection by: Date: SoPlember 2010 ROW use UrHewey per a SCPA Parcel View: 21-19-30-510-0000-2780 http://parce idetai i.scpafl.org/Parce] Detai linfo.aspx?PI D=2119305100... Parcel Information PropeMi Record Card Parcel: 21-19-30-510-0000-2780 Owner: TAYLOR MORRISON OF FL INC Property Address: 480 ROCKY GROVE LN SANFORD, FL 32771 Parcel 21-19-30-510-0000-2780 Owner TAYLOR MORRISON OF FL INC Property Address 480 ROCKY GROVE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 278 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag JustlMarket 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 Taxing Authority Assessment Value Exempt Values County General Fund 1,809 0 Schools 26,050 0 City Sanford 1,809 ' 0 SJWM(Saint Johns Water Management) County Bonds 1,809' 1,809 0 0 Sales Description I Date I Book I Page I Amount I Qualified No Sales 1 of 2 12/13/2017, 12:31 PM FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method E% LNGProjectName: Lot278Thorn rookeAnastasiaGRN Ll80 urdw_Ui, Builder Name: Taylor Mgrnson Permit Office- Street: jeoc4l City, SGt Y1J State, Zip. FL , S Jr_z/ Permit Number: - 3 ANFORD735 Owner: Jurisdiction: 6915007 0FA4IRDesignLocation: FL, Orlando County.: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 R' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 01 4. Number of Bedrooms 4 d. N/A R= 11' 10 Ceiling Types (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft' 6. Conditioned floor area above grade (112) 2582 b. Knee Wall (Vented) R=30.0 27.00 IN Conditioned floor area below grade (W) 0 c. N/A R= 11' 11. Ducts R ft' 7. Windows(368.3 sgft.) Description Area a. Sup: Attic, Ret. Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 296.26 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 (i' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER.16.00 b. Central Unit 25.2 SEER:16.00 c U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d U-Factor: N/A ft' a. Electric Heat Pump 21 8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth. 3.502 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallonsEF. 8. Floor Types (2582.0 sgft.) Insulation Area 0.950 a Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 fl' 15. Credits Pstat Glass/Floor Area: 0.143 Total Proposed Modified Loads: 73.94 PASS Total Baseline Loads: 76.79 1 hereby certify that the plans and specifications covered by Review of the plans and STglAO this calculation are in compliance with the Florida Energy specifications covered by this 3Code. calculation indicates compliance with the Florida Energy Code. h ,,,,''' •+ un„' . `;. ,, O PREPARED BY: Before construction is completed DATE:- --_ 11/30/1.7 __- this budding will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD W-6 O OWNER/AGENT: BUILDING OFFICIAL: - 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. 11/30/2017 2:58 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title- Lot278ThornbrookeAnastasia Bedrooms: 4 Address Type- Street Address Building Type. User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case. No PlalBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan. No City, State, Zip: Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97 5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor _--- ---- 13 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft' 0.43 0 0.57 3 Floor Over Other Space 2nd Floor __-- -_- 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emit( Emitt Deck Pitch Type Materials Area Area Color Absor Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 f(' Medium 085 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 W N N 11/30/2017 2 58 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft' 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To Wall_T.ype Space R_Value-El-In_FI-In Area-R_Value_EracGon__Absor._Grade%. 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 fl' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 4 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 06 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 06 0 8 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 10 - Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft' 0 0.23 0.01 0 DOORS Ornl Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 39 2 7 8 20.7 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornl ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade 1 N 1 Vinyl Low-E Double Yes 0,34 0,31 30.0 ft' 1 ft 0 in 1 ft 0 in Screening Drapes/blinds Exterior 5 2 NE 3 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 10 ft 8 in 0 ft 4 in Drapes/blinds None 3 E 4 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft0 in 1 ft 0 in Drapes/blinds Exterior 5 4 E 4 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 5 E 5 Vinyl Low-E Double Yes 034 0.31 5.0 ft' 1 ft0 in 11 ft 8 in Drapes/blinds Exterior 5 6 E 5 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 7 S 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 8 S 6 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft0 in Drapes/blinds None 9 S 7 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 10 S 7 Vinyl Low-E Double Yes 0.58 0.32 72 0 ft' 10 ft 8 in 0 It 0 in None None 11 W 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft0 in 1 ft 0 in Drapes/blinds Exterior 5 12 W 9 Vinyl Low-E Double Yes 0.34 031 39.1 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 11/30/2017 2- 58 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 fri7 77il1.-Zi1T.-l1ilC! GARAGE 1 Floor Area Ceiling Area 455 fl' 384 W Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 27624 151.65 285.21 .3666 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heal Pump Electric Heat Pump Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 075 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnl 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 f17 DUCTS Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 HVAC # Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 fl' Attic 2nd Floor 73 35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 0 Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 11/30/2017 2.58 PM EnergyGauge® USA - FlaRes2014 Section R405.4 1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinJan Feb Feb Mar XMar r[ A r r[ Apr Ma May IX] Jun Jun r[ X Jul Jul I( X Au Aug r[ X Se [[[ Sep [ Oct Oct H Nov Nov r Dec f X Dec Ventin Jan Feb X Mar I r Ar [ l Ma Jun Jul t Aul lSe tX] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/30/ 2017 2,58 PM EnergyGaugeO 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* = 96 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380 60 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4 Number of Bedrooms 4 d N/A R= ft' 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 R= 6. Conditioned floor area (fl') 2582 b. Knee Wall (Vented) R=30.0 27.00 fl' 7. Windows" Description Area c. N/A R= ft' a. U-Factor. Dbl, U=0.34 296.26 (i' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor R ft' 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 72.00 R' SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 25.2 SEER:16 00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft' 13. Heating systems kBlu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.502 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467 00 ft : a. Electric EF• 0.95 b. Floor Over Other Space R=0.0 1102.00 ft' c. other (see details) R= 13.00 ft' b. Conservation features None 15. Credits Pstal 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: AJOOO (,( C i-ot,-c, ea City/FL Zip: C 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. 11/30/2017 2.58 PM EnergyGauge® USA - FlaRes2014 - Section R405.4 1 Compliant Software Page 1 of 1 DEL --AIR Manual S Compliance Report HIMIC - = CONDrrMM6 a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407.333-2665 Fax: 407-333-3853 Web WWW DEL -AIR COM For: Taylor Morrison Design Conditions Job: Lot2781rhornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5'F Sensible gain: 18848 Btuh Entering coil DB: 76.5°F Outdoor design WB: 76.3°F Latent gain: 3465 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 22313 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 21080 Btuh 1120/6 of load Latent capacity: 1628 Btuh 470/6 of load Total capacity: 22708 Btuh 102% of load SHR: 930/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 19827 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 113% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wri htsoft` 2017-Nov3015.20,25 9 Righl-Suile® Universal 2017 17.0 23 RSU24011 Page 1 ACCA . eAnaslasiaGRN\Lo1278ThornbrookeAnaslasiaGRN.rup Calc - MJ8 House laces N 1' DEL -AIR Manual S Compliance Report WIMIC - = CONDMOMN6 a h u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW DEL -AIR COM For: Taylor Morrison Design Conditions Job: Lot278ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 16090 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 19015 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18134 Btuh 113% of load Latent capacity: 2831 Btuh 97% of load Total capacity: 20965 Btuh 110% of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13590 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. C wri htsoft 2017-Nov-3015:20:25 9 ' Righl-Sudee Universal 2017 17 0.23 RSU24011 Page 2 AC0% . eAnaslasiaGRN%Lol278ThornbrookeAnaslasiaGRN.rup Calc = MJ8 House laces N 1 DEL -AIR Com onent Constructions Job: 61 / 278ThornbrookeAna... P Date: 42014 IIFMO-AMCONOTI'lO O Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW DEL-AIR.COM Project Information For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (°F) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7.5 Fireplaces Construction descriptions Walls 12C-Osw• Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int Insh 16A-30ad: Knee wall, asphalt shingles root mat, r-30 kw ins, 1/2" gypsum board int Insh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood Irm, 16" o.c. stud Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain RI BwvR=-"F R-F/BR,h 6Alhniv Biuh BWhm' ewh n 240 0.091 13.0 2.58 618 2.34 562 e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.201 0 5.69 292 4.35 223 ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 s 29 0.032 30.0 0.91 26 2.38 69 223 0.091 13.0 2.58 575 1.44 322 Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl Irm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft e overhang (5 It window ht, 1 ft sep.); 6.67 it head ht s s w all 10C-v: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, ne 1/8" thk; NFRC rated (SHGC=O 31); 50% drapes, medium; 10.67 It overhang (8 It window ht, 0.33 it sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3 it window ht, 1 it sep.); 6.67 It head ht 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 30 0,340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2438 23 0.340 0 9.62 225 16.0 374 6 0.340 0 9.62 58 30.4 182 wri htsoft' 2017-Nov-3015:20:25 9 Righl-Suile® Universal 2017 17 0 23 RSU24011 Page 1 A eAnaslasiaGRN%Lol278ThornbrookeAnaslasiaGRN.rup Calc - MJ8 House laces- N 2A-2ov: 2 glazing, clr low-e oulr, air gas, vni frm mat, clr innr, 1/4" gap, e 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 It overhang (3.17 If window ht, 11.67 It sep.); 6.67 If head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vni frm mat, cir innr, 1/4" gap, a 19 0.340 0 9.62 185 30.4 585 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 If sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 58 0.340 0 9.62 561 12.2 708 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 If w 39 0.340 0 9.62 374 30.4 1180 overhang (6.3 If window ht, 11.67 ft sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 19.4 1888 2A-2ovd: 2 glazing, clr low-e outr, air gas, vni Irm mat, clr innr, 1/4" s 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 It sep.); 6.67 If head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 Ceilings 1613-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 0.91 1343 1.74 2574 gypsum board int fnsh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 0 0 C wri htsoft' 2017-Nov-30 15.20 25 9 Righl-Suite® Universal 2017 17.0 23 RSU24011 Page 2 14CACA ...eAnasiasiaGRN%Lo1278ThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces: N DEL -AIR Component Constructions Job: LOt278ThOmbrOOkeAna... P Date: 6/4/2014 110=11"NH co" a ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain 42 BWNh -F M-"FIBWh BIuhRIr Bhrh MOM Bhrh Walls 13A-2ocs: Blk wall, stucco exi, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int Irish ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 W 470 0,201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" s 29 0.032 30.0 0.91 26 2.38 69 gypsum board int Irish Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 10C-v: 2 glazing, clr low-e ouir, air gas, vnf frm mat, clr innr, 1/4" gap, ne 23 0.340 0 9.62 225 16.0 374 1/8"thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.67 ft overhang (8 it window ht, 0.33 it sep.); 6.67 it head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, e 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3.17 ft window ht, 11.67 it sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, a 19 0.340 0 9.62 185 30.4 585 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6 67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, s 58 0.340 0 9.62 561 12.2 708 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft W 39 0.340 0 9.62 374 30.4 1180 overhang (6.3 ft window ht, 11.67 it sep.); 6.67 it head ht all 97 0.340 0 9.62 935 19.4 1888 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnf frm mat, clr innr, 1/4" s 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 it sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 wri htsoft' g Righl-SuileO Universal 2017 17 0 23 RSU24011 2017-Nov-301520:25 A Page 3 eAnaslasiaGRN\Lol278ThornbrookeAnaslasiaGRN.rup Calc - MJ8 House laces: N Ceilings 16B-30ad:Altic ceiling, asphalt shingles root mat, r-30 veil ins, 1/2" 13 0.032 gypsum board intinsh Floors 22A-tpl: Bg lloor, light dry soil, on grade depth 148 0.989 M * wrightsoft' Righl-Suile® Universal 2017 17.0.23 RSU24011 eAnaslasiaGRN\Lol278ThornbrookeAnaslasiaGRN rup Calc a M.18 House laces: N 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 2017-Nov-30 15:20:25 Page 4 i Job: Lot278ThornbrookeAna... DEL --AIR Component Constructions Date: 6/4/2014 HUMS -RIRC111011110NDIB ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL32771 Phone:407-333.2665 Fax, 407.333-3853 Web WWW.DEL-AIR.COM Project• • For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 It Latitude: 28°N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Indoor: Indoor temperature (°F) Design TD (°F) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7.5 Fireplaces Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood firm, 16" o.c. stud Partitions none) Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain kM Btuh/hI.-F tlr--F/BWh Bluh/Ot BWh Bluh/11r BWh n 240 0.091 13.0 2.58 618 2.34 562 e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 Windows 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl firm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl firm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium, 1 0 overhang (3 It window ht, 1 ft sep.); 6.67 It head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 cell ins, 1/2" gypsum board intfnsh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2438 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 C Wrl htsoft• 2017-Nov-3015:20:25 Z: 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 ACC:K . eAnaslasiaGRN\Lol278ThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces N DEL --AIR Holl1Nc • am COMMrMUMG Pro ect Summary1y Entire House Job: Date: By: 278ThornbrookeAna. .. 4/20146/4 FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA InformationDesign LS 3/ 117 A LS 11,ifi: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26215 Btuh Structure 23931 Btuh Ducts 7202 Btuh Ducts 11007 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33417 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 34938 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (fl2 2582 2582 Equipment latent load 6390 Btuh Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment Total Load Sen+Lat) 41328 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade rVa Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref rVa Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Na Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wr l i7t50fFC' 9 2017-Nov-3015:20:25 Right-Suile® Universal 2017 17.0.23 RSU24011 Page IACO'..eAnaslasiaGRN%Lol278ThornbrookeAnaslasiaGRN rup Calc - MJ8 House laces* N 1 DEL -AIR Project Summary Job: Lot270ThornbrookeAna... 1 7 Date: 6/4/2014 rffanxc•wncollmrro mta ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Information LS 3/ /17 A LS 11,A Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 16921 Btuh Ducts 2905 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19827 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heaton gg coolingg Area (fl2) 1467 1467 Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 89 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14HPX-024-230-19 AHRI ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 39 OF Backup: 8.5 HSPF 21800 Btuh @ 47°F 24 0 840 cfm 0.042 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 14602 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 18848 Btuh Latent Cooling Equipment Load Sizing Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 3465 Btuh Equipment Total Load (Sen+Lat) 22313 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-30 15:20 25 wrightsofft' Righl-Suile® Universal 2017 17 0 23 RSU24011 Page 2 ACCA..eAnaslasiaGRN%Lol278ThornbrookeAnastasiaGRN rup Calc = MJ8 House laces: N g 4Summary '! DEL -AIR Project Job: 278ThornbrookeAna... 1 7 Date: 6/4/2014 HEATING • AM COND91111 110 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Information LS 3/ /17 A LS 11/ gA Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9294 Btuh Structure 9328 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh gone) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16090 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Coolingg none) Area (ft2 1115 1115 Equipment latent load 2925 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equipment Total Load (Sen+Lat) 19015 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 25 wrightsofFt' Righl-SuileO Universal 2017 17 0 23 RSU24011 2017-Nov-30 1Page 3 gyp` . eAnaslasiaGRN%Lol278ThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces: N 9 1' DEL -AIR Innnlo • am cmmmamw Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 316.9 It 9.2 11 2939.3 IR ahu 1 147.9 It 93 It 1470.0 42 Ty Construction number U-value Bluh/fIZ°F) Or HTM Bluh/112) Area (fl2) or perimeter (11) Load Btuh) Area (112) or perimeter (fl) Load Btuh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heat Cod 6 Vf/ C 12C-0sw 2A-2ov 0.091 0.340 a n 2.58 9.62 2.34 10.58 270 30 240 0 618 289 562 317 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 569 435 51 51 292 223 51 51 292 223 11 y/ 1_G 13A•2ocs 1l>C-v 0.201 0.340 ne ne 5.69 9.62 4.35 16.02 46 23 23 0 130 225 99 374 46 23 23 0 130 225 99 374 Vj! E-CC 12C-0sw 2A-20v 2A-2ov 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.34 30.36 3036 491 6 15 470 0 0 1209 58 144 1100 182 455 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2ov 0,201 0.340 0 340 0.091 0.340 0.340 a a e s s s 5.69 9.62 9 62 2.58 9.62 9.62 4.35 30.36 30_36 2,34 10.77 10.77 494 5 19 270 30 40 470 0 0 2675 48 185 2046 152 w 494 5 19 470 0 0 2675 48 185 2046 152 585 Vj/ 12C-Osw 2A- 2ov 2B- 21v 200 53 70 515 289 385 469 323 431 0 0 0 0 0 0 0 0 0 0 0 0 II--(i V613A• 20cs 2A- 2ov 2A- 2ovd 0. 201 0. 340 0. 580 s s n 5. 69 9. 62 16. 41 4. 35 12. 15 Ll. 85 280 58 72 150 0 144 851 561 11 2 651 708 1213 280 58 72 150 0 144 851 561 1182 651 708 1213 W 1GA-30ad 0.032 s 0.91 2.38 29 29 26 69 29 29 26 69 y/ 1- G 12C- Osw 2A- 2ov 0. 091 0. 3_40 w w 2. 58 9. 62 2. 34 30. 36 491 30 461 0 1186 289 1079 911 0 0 0 0 0 0 0 0 y/ 13A-2ocs 2A• 2ov 0. 201 0. 340 w w 569 9. 62 4. 35 30. 36 508 39 470 0 2671 374 2044 1180 508 39 470 0 2671 374 2044 1180 P L- D. C 12C- 0sw 11DO 0. 091 0. 390 0 032 n_ 2. 58 11. 04 0. 91 1. 44 11. 99 1. 74 244 21 1483 223 21 1483 575 228 322 248 244 21. 223 21 575 228 322 248 168- 30ad 1343 2_57413 13 12 23 F 20P-19( Q050 0 989 1_ 41 A 71 13 13 1@ 9 0 0 0 0 F 22A-ld 27.99 000 1470 148 4140 0 1470 148 4140 0 6 c) AED excursion 0 0 Envelope loss/gain 20504 18327 14175 9937 12 a) Infiltration b) Room ventilation 5711 0 1809 0 2747 0 870 0 13 Internal gains, Occupants @ 230 Appliances/ other 6 1380 2415 6 1380 2415 Subtotal ( lines 6 to 13) 26215 23931 16921 14602 14 15 Less external load Less transler Redistribution Subtotal Duct loads 279/6 1 46/6 1 0 0 0 26215 7202 0 0 0 23931 11007 171% 1 29% 0 0 0 16921 2905 0 0 0 14602 4246 Total room load Air required (clm) 33417 1680 34938 1680 19827 840 18848 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c 41- wrightsoTY 2017•Nov30 15 20.25 A05k Right- Suile® Universal 2017 17.0.23 RSU24011 Page I eAnaslasiaGRN% Lol278ThornbrookeAnaslasiaGRN rup Calc - MJ8 House laces: N 1 DEL -AIR INUM - ow cmmmamro Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 Fax: 407.333.3853 Web WWW.DEL•AIR.COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169.0 It 9.0 It I469.3 112 Ty Construction number U-value Btuh/tl2-*F) Or HTM Bluh/112) Area (112) or perimeter (It) Load Btuh) Area or perimeter Load Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VI/ 1--G 12C-Osw 2A-2ov 0.091 0 340 a n 2.58 9.62 2.34 10.58 270 30 240 0 618 289 562 317 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 11 Vy L--G 13A-2ocs IOC-v 0.201 0.340 ne ne 5.69 9.62 4.35 16.02 0 0 0 0 0 0 0 0 Vj/ 12C-Osw 2A-2ov 2A•2ov 0.091 0.340 0 340 a a a 2.58 9.62 9.62 2.34 30.36 30.36 491 6 15 470 0 0 12D9 58 144 1100 182 455fC 13A-2ocs 2A-2ov 2A-20v 0.201 0.340 0_340 a a 5.69 9.62 9_6? 4.35 30.36 3236 0 0 0 0 0 0 0 0 Q 0 0 0 Vjl 12C-Osw 2A•2ov 2B-21v 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 10.77 10.77 270 30 40 200 53 70 515 289 385 469 323 431 13A-2ocs 2A-2ov 2A•2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 12.15 16.85 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 12C-0sw 2A-2ov 13A-2ocs 2A-2ov 0.091 0.340 0.201 0.340 w w w w 2.58 9_62 5.69 9.62 2.34 30_36 4.35 30.36 491 30 461 0 1186 289 1079 911 t-C 0 0 0 0 0 0 0 0 P D. C F 12C Ow 11D0 16B_30ad 20P-19111_ 0.091 0.390 n_ 2.58 11.04 1.44 1199 1.74 0 0 1469 0 0 0 0 0 0 0_OC12 0.91 1469 1331 2551 0 1.41 9.71 1 13 18 9 F 22A-td 0989_ 27_99 0_00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6329 8390 12 a) Infiltration b) Room ventilation 2964 0 939 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 9294 9328 14 15 Less external load Less Iransler Redistribution Subtotal Duct loads 46% 72% 0 0 0 9294 4296 0 0 0 9328 6761 Total room load Air required (clm) 13590 840 16090 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Ri hl-Suile® Universal 2017 17 0 23 RSU24011 2017-Nov-30 15 20 25 AGC 9 Page 2 eAnaslasiaGRN\L01278ThornbrookeAnaslasiaGRN.rup Calc - MJ8 House laces: N DEL -AIR Right-JO Worksheet rrtm.ro•noroormmmmw ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone: 407-333-2665 Fax 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Roan name Exposed wall Roan height Room dimensions Roan area ahu 1 147.9 If 9.3 It 1470.0 112 mstr rm 42.0 It 9.3 If heal/cool 17.0 x 15.5 It 263.5 112 Ty Construction number U-value BluN112-•F) Or HTM Btuh/112) Area (II2) or perimeter (II) Load Bluh) Area (It2) or perimeter (II) Load Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat cod 6 V)/ G 12C-Osw 2A-2ov 0.091 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0201 n 5.69 435 51 51 292 223 0 0 0 0 11 y/ 13A•2ocs 10C-v 0.201 0.340 ne ne 5.69 9.62 4.35 16.02 46 23 23 0 130 225 99 374 0 0 0 0 0 0 0 0 T 12C-Osw 2A•2ov 2A-2ov 0.091 0.340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 vy 13A-2ocs 2A-2ov 2A-2ov 0.201 0,340 0. a a e 5.69 9.62 0_620.00 0.00 0.00 4.35 30.36 30_36 0.00 0.00 0.00 494 5 19 470 0 0 2675 48 185 2046 152 585 159 0 0 159 0 0 902 0 Q 690 0 0CG 1210-0sw 2A-2ov 28-21v 0.091 0.340 0.340 s s s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-ZDvd 0.201 0.340 0.580 s s s 5.69 9.62 1641 435 1215 16.85 280 58 72 150 0 144 851 561 1182 651 708 1213 145 58 0 86 0 0 491 561 0 376 708 0CGG W 16A-30ad 0.032 s 0.91 2.38 29 29 26 69 29 29 26 69 12C-0sw 2A-2ov 0.091 0.340 w w 0.00 0_00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A•2ov 0.201 0.340 w w 5.69 9.62 4.35 30.36 508 39 470 0 2671 374 2044 1180 89 0 89 0 504 0 386 0 P LD. C 12C-Osw 11DO 16B-30a4 0.091 0.390 n_ 2,58 11.0.4 0_91 1."244 11.99 1.74 21 13 223 21 13 575 228 322 248 0 0 0 0 0 0. 0 0 0.032 12 23 0 0 0 0 F 20P•19lQ Q_00 27.99 0 Q Q 0 F 22A•Ipl 0.989 0.00 1470 148 4140 0 264 42 1176 0 6 c) AED excursion 0 71 Envelope loss/gain 14175 9937 36601 2158 12 a) Infiltration b) Room ventilation 2747 0 870 0 820 0 260 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 2415 1 230 600 Subtotal (lines 6 to 13) 16921 14602 14480 3248 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 17% 29'/0 0 0 0 16921 2905 0 0 0 14602 4246 17% 29% 0 0 0 4480 769 0 0 0 3248 944 Total room load Air required (clm) 19827 840 18848 840 5249 222 4192 187 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft 2017-Nov-30 15 20:25 ACek Right -Buda® Universal 2017 17.0.23 RSU24011 Page 3 eAnaslasraGRN\Lol278ThornbrookeAnaslasiaGRN.rup Calc = MJ8 House laces: N 1 DEL -AIR nulnro - eta cmonamla Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mslr b1h 120 it 9.3 It heal/cool 120 x 8.0 11 960 112 mslr wic 0 It 93 It heal/cool 6.5 x 7.5 It 48.8 112 Ty Construction number U-value Btuh/It2-*F) Or HTM 131uhrl12) Area (It2) or perimeter (11) Load Bluh) Area (112) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VI/ i 1 Osw 2A•2ov 0.091 0 340 n n 0.00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 yl 1--[ 13A-2ocs IOC-v 0.201 0.340 ne ne 5.69 9,62 4.35 16.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 a a a 0.00 0.00 0.00 0.00 0 00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ors 2A-2ov 2A-2ov 0.201 0.340 Q. a a w 5.69 9.62 62 4.35 30.36 W_36 112 0 0 112 0 0 637 0 0 487 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 2B-21v 0.091 0.340 0.340 s s s 0.00 0.00 000 0.00 000 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V613A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 569 9.62 16.41 4.35 12.15 16, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0 032 s 0.91 2.38 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 0.091 9.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj/ 1-G 13A-2ocs 2A-2ov 0201. 0.340 w w 5.69 9.62 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P11 __ D. 12C-Osw 11 DO 16B•30ad 0.091 0.390 2.58 11.0.4 0.91 1.44 1.1.99 1 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0.032 n_ 0 0 0 0 0 F P-1 0_Q50 0_OQ 27.99 0 0 0 0 0 0 0 0 0 F zza•td 0.989 0.00 96 12 a3s 0 49 0 0 0 6 c) AED excursion 41 0 Envelope losstgain 973 446 0 0 12 a) Infiltration b) Room ventilation 218 0 69 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 01 0 0 5 Subtotal (lines 610 13) 1191 515 0 5 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 171/e 29% 0 0 0 1191 204 0 0 0 515 150 17°/, 291/6 0 0 0 0 0 0 0 0 5 1 Total room load Air required (clm) 1395 59 665 30 1 1 0 0 6 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' 2017•Nov30 1 Right-Suile® Universal 2017 17.0 23 RSU24011 Page 4 eAnaslasiaGRN\Lol278ThornbrookeAnaslasiaGRN.rup Calc = MJ8 House faces N DEL --AIR IQn1Y10 • IIGI nolmla Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area msir we 0 It 9.3 It heat/cool 5.5 x 35 It 19.3 112 study 21.0 It 9.3 It heat/cool 1.0 x 146 5 it 146.5 112 Ty Construction number U-value Btuh1112-IF) Or HTM BIuIV112) Area (112) or perimeter (It) Load Btuh) fGross Area (fig perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod N/P/S Heat Cod 6 VN G2A-2ov 12C-Osw 0.091 0.340 n n 0.00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 0201 n 5.69 4.35 0 0 0 51 51 292 223 11 L_C 13A-2ocs t OC-v 0.201 0.340 ne no 5.69 9.62 4.35 160 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 Vj/ 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 a a a 0.00 0.00 0.00 0.00 MOD 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0CC Vp 13A-2ocs 2A-2ov 2A-2ov 0. 340.340 O 249 n a a 5.69 9.62 9-52 4.35 30.36 j0a5 0 0 0 0 0 0 0 0 0 0 0 0 145 0 19 125 0 0 713 0 185 545 0 585 Vj/ E-CC 12C-Osw 2A-2ov 28-21v 0.091 0.340 0.340 S s s 0.00 0.00 0,00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-217v 2A-2ovd 0.201 0.340 0.580 s s S 5.69 9.62 16.41 4.35 12.15 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 091 2.38 0 0 0 0 0 0 0 0 VII 4 12C-Osw 2A-2ov 0.091 0.340 w w 0.00 0.00 0.00 U 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ t--G 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 3036 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 12C-Osw 11 DO 16B-30ad 0,091 0.390 2.58 11.04. 0.91 1.44 1.1.99 1,74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0_032 n_ 0 0 0 0 0 0 F 2OP-19t g Q 0.00 L00 0 0 0 0 0 0 0- 0 F 22A-Id 0_989 27.99 0.00 19 0 0 0 147 21 588 0 6 c) AED excursion 0 101 Envelope loss/gam 0 01 1778 1 1454 12 a) Infiltration b) Room ventilation 0 0 0 0 382 0 121 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 5 0 0 0 Subtotal (Imes 6 to 13) 0 5 2160 1575 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 17"/0 1 29% 1 0 0 0 0 0 0 0 0 5 1 179/0 29% 0 0 0 2160 371 0 0 0 1575 4% Total room bad Air required (cim) 0 0 6 0 2531 107 2033 91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. FP- wrightsoTt" 2017-Nov-30 15 20:25 Right-Sude®Universal 201717.0.23RSU240t1 Pa4C eAnastasiaGRN%Lol278ThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces: N 9e t DEL --AIR wnnro • to otntltmmmra Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone: 407.333.2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot270ThornbrookeAnastaS... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area uhl 4.0 II 9.3 It heal/cool 40 x 11.5 11 460 112 pwdr 4.0 It 9.3 It heal/cool 4.0 x 11.5 11 46.0 flz Ty Construction number U-value BluWlV•F) Or HTM Blufl02) Area (11 or perimeter (11) Load Bluh) Area (11 or perimeter (It) Load Bluh) Heal Cod Gross WP/S Heal Cool Gross N/P/S Heal Cod 6 12C-Osw 2A-2ov 0.091 0.340 n n 0.00 0 00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 in 5.69 4.35 0 0 0 0 0 0 0 0 11 y/ I--G 13A-2ocs I0c-v 0.201 0.340 re ne 5.69 9,62 4,35 16.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-Osw 2A-2ov 2A-2ov 0.091 0 340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0fC 13A-2ocs 2A-2ov 0.201 0.340 0_340 a a e 5.69 9.62 9_62 0.00 0.00 0,00 4.35 30.36 30 36 0.00 0.00 0.00 37 0 0 0 0 0 37 0 0 212 0 0 162 0 0 37 5 0 32 0 0 184 48 0 141 152 0 Vj/ 12C-Osw 2A-2ov 2B-21v 0.091 0.340 0.340 s s s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L C Vy 1 3G 13A-2ocs 2A-2ov 2A-2c vd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 12.15 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0,032 s 0.91 2.38 0 0 0 0 0 0 0 0 y/ 12C-0sw M-22ov 13A-2ocs 2A-2ov 0.091 0.340 0.20i 0.340 w w w w 0.00 0 00 5.69 9.62 0.00 0.00 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ Y-G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PII -- 12C-Osw 11D0 16B-30ad 0.091 0.390 2.58 11.04 0.91 1.44 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0_032 n_ 0 0 0 0 0 0 F 20P.191 00M 0_QQ 27.99 0.00 0_00 0 46 0 4 0 112 0 0 0 0 0 F 22A-1111 0.989 0 46 4 112 0 6 c) AED excursion 58 31 Envelope loss/gain 324 104 344 324 12 a) Infiltration b) Room ventilation 73 0 23 0 73 0 23 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 600 0 0 0 Subtotal (Imes 6 to 13) 397 727 417 347 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 17% 29^/, 0 0 0 397 68 0 0 0 727 211 17% 29'/ 0 0 0 417 72 0 0 0 347 101 Total room bad Air required (c1m) 465 20 939 42 488 21 448 20 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. AG P. - wrightsoft' 2017-Nov-30 t Right-Suile4D Universal 2017 17.0.23 RSU24011 Page 6 AnastasiaGRN\Lol278ThornbrookeAnastasiaGRN rup Calc = MJ8 House faces. N DEL -AIR Right-JO Worksheet WATM-ter ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333-3853 Web: WWW.DEL-AIR COM Job: Lot 278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area family rm 35.0 It 9.3 It heat/cool 20.5 x 14.5 It 297.3 1? dining rm 10.0 If 9.3 11 heat/cool 1.0 x 2100 II 210.0 112 Ty Construction number U-value BluIV112-°F) Or HTM Bluh/112) Area (112) or perimeter (4) Load Bluh) Area (112) or perimeter (fl) Load Bluh) Heal Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 VN C 12C-Osw 2A-2ov 0.091 0.340 n n 0.00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 y/ L-C 13A-2ocs 10C-v 0.201 0.340 ne no 569 9.62 4.35 16.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 a e a 0.00 000 0.00 0.00 000 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0CGG' 13A-2ocs 2A-2ov 2AA2ov 0.201 0.340 0340 a a a 5.69 9.62 9_62 435 3036 30 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 2A-2ov 2B-21v 0.091 0.340 0 340 s s s 0.00 0.00 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I; G 13A-2ocs 2A-2ov 2A-2ovd 0.201 0,340 0.580 s s s 5.69 962 16.41 4.35 12.15 16.85 135 0 72 63 0 72 360 0 11ti2 275 0 1213 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 0 0 0 0 y/ VLC 12C-Osw 2A-2ov 0.091 0 340 w w 0,00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 1L; 13A-2ocs 2A-20v 0.201 0.340 w w 5.69 9.62 4.35 3036 191 0 191 0 1088 0 832 0 93 39 54 0 310 374 237 1180 P 1-1). C 12C-Osw J1 DO 16B-30ad 0.091 0.390 n_ 2.58 11.0.4. 0.91 1.44 1.1.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 032 0 0 0 0 0 0 0 0 F 20P•19l Q-. 0 0 989 0_UO 27 99 U_00 0.00 0 297 0 0 0 0 0 0 0 F 22A-Id 35 960 0 210 10 280 0 6 c) AED excursion 255 517 Envelope loss/gain 3609 2065 963 1933 12 a) Infiltration b) Room ventilation 636 0 202 0 182 0 58 0 13 Internal gains: Occupants @ 230 Appliances/ other 4 920 0 1 230 0 Subtotal ( lines 6 to 13) 1 4246 31871 1145 2221 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 1 17% 29'/6 0 0 0 4246 729 0 0 0 3187 927 17"/6 291/6 0 0 0 1145 197 0 0 0 2221 646 Total room load Air required (cfm) 1 4975 211 4114 183 1 1342 57 2867 128 Calculations aDDroved by ACCA to meet all requirements of Manual J 81h Ed. 25 ACC4" wrightsoft" Right-SudeO Universal 2017 17 0 23 RSU24011 2017-Nov-30 15 age 7eAnaslasreGRN\ Lol278ThornbrookeAnaslasiaGRN rup Calc - MJ8 House laces: N DEL --AIR Right-JO Worksheet A'"°'=n°r° ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327C ND4073O33-2665 Fax: 407-333-3853 Web WWW.DEL-AIR.COM Job: Lot 278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area pantry 0 It 9.3 It heal/cool 6 0 x 3 5 It 21.0 112 kitchen 19.9 11 9.3 It heal/cool 1 0 x 275.8 11 275.8 IV Ty Construction number U-value BtutVIR••F) Or HTM Btuh/It2) Area (111) or perimeter (II) Load Btuh) Area (II2) or perimeter (It) Load Bluh) Heat cool Gross N/P/S Heat cod Gross N/P/S Heat Cod 6 VL_G 12C•Osw 2A-2ov 0.091 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 569 4.35 0 0 0 0 0 0 0 0 11 y/ L__C.' 13A-2ocs 10C•v 0.201 0.340 ne ne 5.69 9.62 4.35 16.02 0 0 0 0 0 0 0 0 46 23 23 0 130 225 99 374 VI/ 12C-Osw 2A•20v 2A•2ov 0.091 0.340 0.340 a e a 0.00 0 00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A•2ov 2A-2ov 0.201 0.340 0_340 0.091 0.340 0 340 a a e s s s 5.69 9.62 062 0.00 0.00 0,00 4.35 30.36 39_36 0.00 0.00 0.00 0 0 Q 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 27 0 0 20 0 Vy I--[ 12C-Osw 2A-2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0lam; 13A-2ocs 2A•2ov 2A-2ovd 0.201 0 340 0.580 s s s 5.69 9.62 16.41 4.35 12.15 1§, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 0 0 0 0 Vjl G 22C-Osw 2A-2ov 0.091 0.340 w w 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t-C_ 13A-2ocs 2A•2ov 0.201 0.340 w w 0.00 5.69 9.62 4.35 30.36 0 0 0 0 0 0 0 0 135 0 135 0 770 0 589 0 P L0. C 12C-Osw tIDO 16B-30ad 0.091 0.390 n_ 2.58 11.04 0.91 1.44 11.99 1.74 0 0 0 0 0 0 0 0 0 0 244 21 223 21 13 575 228 12 322 248. 230.032 0 0 13 F 20P_tyl 0.0550 0.00 0_00 Q 0 0 0 Q 0 Q 0 F rza•Id 0.989 27.99 0.00 21 0 0 0 276 zQ 5s7 0 6 c) AED excursion 0 222 Envelope losstgain 0 0 2523 1453 12 a) Inhllration b) Room ventilation 0 0 0 0 363 0 115 0 13 Internal gams- Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (lines 6 to 13) 0 5 2885 2768 14 15 Less external load Less uansler Redistribution Subtotal Ducl bads 117% 1 291/6 1 0 0 0 0 0 0 0 0 5 1 17% 29'/6 0 0 0 2885 495 0 0 0 2768 8D5 Total room load Air required (clm) 0 0 6 0 3381 143 3573 159 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' 2017-Nov-30 15 25 Righl-Sude® Universal 2017 17 0.23 RSU24011 age 8 eAnastasiaGRN%Lol278ThornbrookeAnastasiaGRN.rup Calc . MJ8 House laces: N DEL --AIR IQnn110 - AM monolmro Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 Fax: 407-333-3853 Web: WWW DEL-AIR.COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169.0 It 9.0 It 1469.3 f12 rm 2 39.5 It 9.0 It heal/cool 14.5 x 15.5 If 224.8 02 Ty Construction number U-value BluIV112-*F) Or HTM BlufYfl2) Area (112) or perimeter (11) Load Bluh) Area (112) or perimeter (11) Load 81uh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 VN C 12C-Osw 2A•2ov 0.091 0.340 n n 2.58 9.62 2.34 10.58 270 30 240 0 618 289 562 317 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 L-( 13A-2ocs 10c-v 0.201 0.340 ne no 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 II---CG 12C-0sw 2A•20v 2A-20v 0.091 0.340 0 340 a a a 2.58 9.62 9.62 2.34 30.36 30.36 491 6 15 470 0 0 1209 58 144 1100 182 455 131 0 0 131 0 0 336 0 0 306 0 0 y! 13A-2ocs 2A•20v 2A- 0.201 0.340 0.340 a a s 0.00 0.00 OAO 2.58 962 9.62 0.00 0.00 000 2.34 10.77 10.77 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 yl G 12C-0sw 2A-2ov 2B•21v 0.091 0.340 0 340 s s s 270 30 40 200 53 70 515 289 385 469 323 431 140 30 0 110 26 0 282 289 0 257 323 0I-G 13A-20cs 2A-2ov 2A-2ovd 0.201 0.340 0.9p s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q W 16A-30ad 0.032 s 0.00 0.00 0 0 0 0 0 0 0 0 LO 12C-0s1V 2A-2ov 0.091 0.M0 w w 2.58 9.62 2.34 30.36 491 30 461 0 1186 289 1079 911 86 0 86 0 220 0 200 0 Vj/ G 13A•2ocs 2A-2ov 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P LU C 12C-0sw JJD0 0.091 0.390 n_ 0.00 0.00 091 0.00 0.00 1.74 0 0 1469 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16B-3Dad 0.032 1469 1331 2551 225 225 204 390 F 20P_1 0_0 .0 1.41 0.71 13 13 18 9 U 0 Q 0 F 22A•Id 0_989 9.00 0_00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 95 Envelope loss/gain 6329 8390 13301 1381 12 a) Inhllratron b) Room ventilation 2964 0 939 0 693 0 219 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 9294 9328 2023 1600 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 1 721/e 1 0 0 0 9294 4296 0 0 0 9328 6761 461% 7r/6 0 0 0 2023 935 0 0 0 1600 1160 Total room load Air required (c1m) 13590 840 t6090 840 2959 183 2760 1" Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Righl-Suite® Universal 2017 17 0 23 RSU24011 2017-Nov-30 1 Page 9 eAnaslasiaGRN\Lol278ThornbrookeAnaslasiaGRN.rup Calc a MJ8 House laces- N RDEL--AIR Right-J® Worksheet 1119M. AM ahu 2 DEL -AIR HEATING & AIR PNDITIONING531CODISCOWAY, SANFORD, FL 32771 hone: 407.333.2665 Fax 407-333.3853 Web: WWW.DEL-AIR COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area bth 2 9.0 It 9.0 It heaUcool 9.0 x 6.0 It 54.0 112 bth 3 115 1t 9.0 It heat/cool 11.5 x 6.0 11 69.0 112 Ty Construction number U•value BtuWIIL*F) Or HTM BI 119 Area (Its 1 or perimeter (11) Load Bluh) Area (II2) or perimeter (II) Load Bluh) Heat Cod Gross N/P/S Heal cod Gross N/P/S Heat Cod 6 VN G 1 ZC-Osw 2A•2ov 0.091 0.340 n n 2.58 9.62 2.34 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 n 000 0.00 0 0 0 0 0 0 0 0 11 y/ G 13A-2ocs 10C-v 0.201 0.340 ne no 0,00 0.00 0,00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 1 G 12C-0sw 2A•2ov 2A•2ov 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.34 30.36 30.36 81 6 0 75 0 0 193 58 0 176 182 0 104 0 0 104 0 0 267 0 0 243 0 0G y! 13A•2ocs 2A-2ov 2A-Zov 0.201 0.340 0_340 a a e 0.00 0.00 00_0 0.00 0.00 0 00 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01-GG V/ 12C-0sw 2A-2ov 2B-21y 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 10.77 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t 13A•20cs 2A•20v 2A-2ovd 0.201 0,340 0.580 s s S 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-Mad 0.032 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 0.091 0.340 w w 2.58 9.62 2.34 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G 13A-2ocs 2A•2ov 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P C 12C-0sw UD0 16B_30ad 0.091 0.390 n_ 0.00 0.00 0.91 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.032 1.74 54 54 49 94 69 69 62 120 F 2QP_19t OSO 1.41 L71 0 0 0 Q 0 0 0 0 F 22A•Id 0_9m 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 27 32 Envelope loss/gain 300 479 329 330 12 a) Infiltration b) Room ventilation 158 0 50 0 202 0 64 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 458 529 531 394 14 15 Less external load Less transfer Redstribution Subtotal Duct loads 1 46°/, 1 72%1 0 0 0 458 212 0 0 0 529 3W 46% 72% 0 0 0 531 245 0 0 0 394 285 Taal room load Air required (clm) I 1 9141 912 48 1 776 48 679 35 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A d' wrightsoft- 2017-Nov-30 15 20,25 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 10 eAnaslasiaGRN\Lol278ThornbrookeAnaslasiaGRN.rup Calc = MJ8 House laces N DEL --AIR Right-JO Worksheet Huffm-fa ahu 2 DEL -AIR HEATING & AIR hone: 531 CODISCO WAY, SANFORD, FL 32771 hone: 407- 2665 Fax 407.333-3853 Web, WWW DEL -AIR COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 4 28.0 11 9.0 It heat/cool 14.0 x 14.0 11 1960 112 rm 3 wic 7.0 It 9.0 It heat/cool 95 x 5.0 It 47.5 IP Ty Construction number U-value BlulVIIL*F) Or HTM 81uh/I12) Area (119 or perimeter (II) Load Btuh) Area (119 or perimeter (II) Load Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ C 12C-Osw 2A•2ov 0.091 0.340 n n 2.58 9.62 2,34 10.58 126 15 111 0 286 144 260 159 45 0 45 0 116 0 105 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 y/ G 13A-2ocs 10C•v 0.201 0.340 ne ne 0.00 0.00 0,00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ I-C 12C•Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.34 30.36 30.36 126 0 15 11 0 0 2286 0 144 260 0 455 18 0 0 18 0 0 46 0 0 42 0 0 y/ 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0_340 a a a 0.00 0.00 0_QQ 0.00 0.00 Q QQ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 G 1--G Vj/ 12C-Osw 2A•2ov 2B-21v 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 10.77 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Cf Vy I(^; 13A•2ocs 2A•2ov 2A-2ovd 0.201 0.340 0.580 s s s 0.00 0.00 0.00 0.00 0.00 Q. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.00 0.00 0 0 0 0 0 0 0 0 l/ C 12C-Osw 2A-2ov 0 091 0 340 w w 2.58 9_62 2.34 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 y/ ILO 13A-2ocs 2A-2ov 0201 0.340 w w 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 12C-Osw 11 DO 16B-30ad 0.091 0.390 1L 0.00 0.00 0.91 0.00 0.00 1.74 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 43 0 0 C 0 032 196 196 177 340 48 82 F 20P_1 0_OQO 1.41 Q.71 Q 0 0 0 11 11 16 8 F 228-1p1 0 989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 55 21 Envelope losstgain 1038 14191 221 217 12 a) Infiltration b) Room ventilation 491 0 156 0 123 0 39 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1529 1575 344 256 14 1151 Less external load Less transfer Redistribution Subtotal Ducl toads 460/ 72% 0 0 0 1529 707 0 0 0 1575 1142 46/. 721/6 0 0 0 344 159 0 0 0 256 186 Total room bad Air required (clm) 2236 138 2717 142 503 31 441 23 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov15:20:25 ACCA. Righl•Suile® Universal 2017 17 0 23 RSU2401t Page 11 eAnaslasiaGRN\Lo1278ThornbrookeAnaslasiaGRN. rup Calc = MJ8 House faces N DEL -AIR Right-M Worksheet amae•111111 mmmw ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax, 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot278ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 3 24.0 11 90 11 heat/cool 13.0 x 11.0 It 143.0 112 1011 11.5 It 9.0 11 heat/cool 11.5 x 11.0 It 126.5 112 Ty Construction number U-value Bluh/Il2•-F) Or HTM Bluhrft2) Area (112) I or perimeter (fl) Load Bluh) Area (119 or perimeter (11) Load Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 VI/-- c 2A-2M00swv0.091 0. 340 n n 258 9. 62 2. 34 10. 58 99 15 84 0 216 144 197 159 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 y/ C 13A- 20cs 10C- v 0. 201 0. 340 ne no 0. 00 0. 00 0. 00 0. 00 2. 34 30. 36 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj! 12C-Osw 2A- 2ov 2A• 20v 0. 091 0. 340 0. 340 a a a 2. 58 9. 62 9. 62 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CC13A- 20cs 2A- 2ov 2A- 2ov 0. 201 0. 340 Q340 0. 091 0. 340 0. 340 a a n 0. 00 0. 00 Offl 0. 00 0. 00 p00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 Vj/ 12C-Osw 2A- 2ov 2B• 21v s s s 2 58 9. 62 9. 62 234 10. 77 10. 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 13A- 20cs 2A- 2ov 2A- 2ovd 0. 201 0. 340 s s s 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.00 0.00 0 0 0 0 0 0 0 0 V11 Y- C 12C- Osw 2A- 2ov 13A- 2ocs 2A- 2ov 0. 091 0_ 340 0. 201 0. 340 w w 2. 58 9. 62 234 30. 36 117 0 0 0 117 0 301 0 274 0 104 30 74 0 189 289 172 911 yl I-( i w w 0. 00 000 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P1 - o 12C- Osw 11 DO 16B_ 30ad 0. 091 0. 390 0. 00 0.00 0. 00 1. 74 0 0_ 143 0 0 t43 0 0 0 0 0 0 127 0 0 127 0 0 115 0 0 C 0 032 n_ O.00 0_ 91 130 248 220 F 20P-19.49454 1.41 0.71 1 1 2 1 0 0 Q 0 F 22A-Id 0.989 O.00 0_00 0 0 0 0 0 0 0 Q 6 c) AED excursion 77 392 Envelope loss/gain 793 802 593 1695 12 a) Infiltration b) Room ventilation 421 0 133 0 202 0 64 0 13 Internal gains: Occupants 0 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1 1214 935 794 1759 14 15 Less external load Less Iransler Redistribution Subtotal Duct loads 461% 72% 0 0 0 1214 561 0 0 0 935 678 46/. 721/6 0 0 0 794 367 0 0 0 1759 1275 Total room load Air required (clm) 1775 110 1613 841 1161 72 3033 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AGCP. wrightsoft' Right Suile® Universal 2017 17 0.23 RSU24011 2017-Nov-30 Pag .12 eAnaslasiaGRN\ Lol278ThornbrookeAnaslasiaGRN.rup Calc - MJ8 House laces N DEL -AIR Right-JO WorksheetDELAIRahu 2 DEL - AIR HEATING & AIR PPNDITIONING 531CODISCOWAY, SANFORD. FL 327hone: 407.333-2665 Fax. 407-333-3853 Web: WWW.DEL-AIR.COM Job: LWMThornbrookeAnastas... Date: 6/ 4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area open to below 35.0 If 9.0 It heaVcool 20.5 x 14.5 It 297.3 112 stars 3. 5 It 90 It heal/cool 1.0 x 311.3 It 311.3 112 Ty Construction number U- value Btuh/II2• F) Or HTM BIuFVIt2) Area ( Its 1 or perimeter (lt) Load Btuh) Area ( 111) eter (ft) Load Bluh) Heal Cod Gross N/P/S Heal cod N/P/S Heat Cod 6 Val r-C 12C-Osw 2A-2ov 0.091 0 340 nn 2. 58 9,62 2.34 10.58 0 0 0 0 0 0 0 0 rii3402) 0 0 0 0 0 0 W 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 11 y/ LG 13A-2ocs 10C-v 0.201 0.340 ne no 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C- Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 a a a 2. 58 9.62 9.62 234 30. 36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 81 0 0 74 0 0 rI-- CCa13A-2ocs 2A-2ov 2A. - 12C- Osw 2A-2ov 2B-21v 0.201 0.340 0 3- 0 0.091 0.340 0.340 a a a s s s 0. 00 0.00 0_00 2.58 9.62 9.62 0.00 0.00 0_00 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 2. 34 10.77 10.77 131 0 40 91 0 35 233 0 385 212 0 431 0 0 0 0 0 0 0 0 0 0 0 0 it- CG' 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 0. 00 0.00 0.00 0.00 0 00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A- 30ad 0.032 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw 2A_2ov __ 13A-2ocs 2A-2oy 0.091 0.340 0.201 0.340 w w w w 2. 58 9.62 000 0. 00 2.34 30.36 185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 0 y/ ILi 0. 00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 1- 1). C 12C- 0sw 1.1D0 0.091 0.390 0_032 n_ 0. 00 0.00 0.91 0.00 0.00 1 74 0 0 0 0 0 0 0 0 0 0 311 0 0 311 0 0 282 0 0 540 168_ 30ad297297269516FF Z5P_ 191 22A-I01 0_0. 50 0_989 1.41 Q.71 0 0 0 0 0 0 Q 0 0.00 000 0 0 0 0 0 0 0 0 6 c) AED excursion 91 48 Envelope losstgain 1362 1501 363 566 12 a) Infiltration b) Room ventilation 614 0 194 0 61 0 19 0 13 Internal gams: Occupants @ 230 Appliances/olher 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1976 16951 424 585 14 15 Less external load Less transfer Redislnbulion Subtotal Duct loads 46/6 72% 0 0 0 1976 914 0 0 0 1695 1229 46% 1 729/6 0 0 0 424 196 0 0 0 585 424 Total room load Air required ( clm) 2890 179 2924 153 621 38 1010 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 25 Righl-Suile® Universal 2017 17 0.23 RSU24011 20t7-Nov- 30 a9 :i3 eAnaslasiaGRN\Lol278ThornbrookeAnastasiaGRN. rup Calc = MJ8 House laces: N SystemDuctS Summary Job: Lot27BThornbrookeAna... DEL --AIR Y y Date: 6/4/2014 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Flg.Egv Ln (ft) Trunk dining rm c 2867 57 128 0,196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4975 211 183 0.183 8.0 Ox 0 VIFx 36.2 95.0 st1 kitchen C 3573 143 159 0.212 7.0 Ox 0 VIFx 18.1 95.0 st1 mstr bth h 1395 59 30 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5249 222 187 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 msir we C 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mslr wic C 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr h 488 21 20 0,194 4.0 Ox0 VIFx 28.6 95.0 st1 study h 2531 107 91 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO uld c 939 20 42 0.191 4.0 Ox 0 VIFx 30.9 95.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AV 282 217 0.148 358 12.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0,148 602 16.0 0 x 0 VinlFlx wri htsoft' 2017-Nov-3015:20:27 9 Righl-Suite® Universal 2017 17.0.23 RSU24011 Page 1 4011..eAnastasiaGRN%Lol278ThornbrookeAnastasiaGRN rup Calc = MJ8 House laces: N Return Branch Detail Table 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 Matt Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft, 2017-Nov-3015:20.27 9 Righl-Style® Universal 2017 17 0.23 RSU24011 Page 2 eAnaslasiaGRNXLol278ThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces N 1' DEL -AIR Duct System Summary NUMB •wn601111rr1010)19 ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407.333-3853 Web. WWW.DEL-AIR COM For: Taylor Morrison Job: Lot278ThornbrookeAna... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0,120 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 c 912 41 48 0,318 4.0 Ox 0 VIFx 5.5 70.0 b1h 3 h 776 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll c 3033 72 158 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 76 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 144 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 84 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 s12 rm 4 c 2717 138 142 0.281 7.0 Ox 0 VIFx 15.5 70.0 slairs c 1010 38 53 0,306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 266 0.202 601 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 2017-Nov-3o 15 20 27wrights0ft• Right.SuileO Universal 2017 17 0 23 RSU24011 A Page 3 eAnaslasiaGRN\Lo1278ThornbrookeAnaslasiaGRN.rup Cale = MJ8 House laces N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot278ThornbrookeAnastasiaGRN 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 11/30/2017 2:58 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) O If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 11/30/2017 2:58,04 PM EnergyGauge® • USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot278ThornbrookeAnastasiaGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume- 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): E LA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the lest 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. F I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. DATE: BUILDING OFFICIAL: DATE: 11/30/2017 2.58 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number. FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 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. 0 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 leakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square fool (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/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 Us) when tested in accordance with ASTM E 283 at a 1.57 psi (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. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heal shall have controls that, except during defrost, prevent supplemental heat operation when the heal pump compressor can meet the heating load. 0 R403.2.2 Sealing (MandatoryAll 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 lightness 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 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in lest: Total leakage shall be less than or equal to 4 cfm (113 Umin) 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 Umin) 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 11/30/2017 2:58 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Pagel of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O 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. O 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. D 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 lank. O 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. 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 atilt angle between 10 degrees and 40 degrees of the horizontal; and 2 Be installed at an orientation within 45 degrees of true south. p 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. p 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 limes 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. 11/30/2017 2:58 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 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 heal pump total cooling capacity shall not be more than 1.15 limes greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D 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. p 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. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool healers 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 healers and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O 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. 11/30/2017 2.58 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 ij11R1*J'J'Jg;I 1 1° .°, gMINN MWOOM GI.-0NS E 1 a Caie [atN fl;III 11191N.° A •, Eg3 1>i •. C Y L r L % _ 7a p.t ia>F D \ $1881 8 CEP iE ea a6 • = g . Yy{@ x x C e a 5qC pilot OiR Fa O • i • SG$ C Y Y Y L a t e 55 5a ppp ArN nc I I 1 3iIa• I f A D D a c i ag DES V Q D a I i sal 4"x I ti'- S 0e M z p Cn op ' o I NI=— P a IIf CIAO 1tp a . 0 00 E `— a..y, 2 11 fp CIO g n i 3e g: 0% r) 91 01 ID ii • z s ° 7 i • SSE v -- fi s Q$; irlip40LI, lia a!, 0 L P O °N C. ate 1 • p oa ; 3 ita g 2 < a3.I3 a a, S\ I 6 E a a ®. i ie ®s@eg11 ;•a4 ;C kii is BUILDER: TAYL R M RRIS N REVISIONS OelAr PLAN : ANASTASIA DATE BY Heatlrq. AirComdltlosrq 3 kefrWratla,,lmc. LOT LOT 278 3/ 2 4/ 17 JA 109 Commerce Street SUBDIVISION TH RNBR KE 9/21/17 JA 5AItc1101 DATE: 6 / 4 / 2014 11 bake Mans FI. 52746-6206 DRAWN BY: FJF 10/27/16 JA Phav:407-8-51-2665 7 /1 JA Fax:407-333-5853 NOTFS WIN[ ite o a YYY w i 2 ra Aw.w n a IL, I [ n Dag. T 1 N I O f 1 P s c110w Aga 00 z aoIi! w 3 o h P 1 , 3 g w a% 0= a Ya a u i v^ I a w Z h v b11 ID w j A O a p0 f N n 8 w 4n a 6 w , a5 22`RQQ Po W O. i N • 1 N l r^s 1Q JIQ Rim O P o 1 N I rM 1 O i `' OiV if1O 1 1 I ff I 1 I 1 I 1e_ O np 1 I wo I 1 1 1 1 1 1 1 a8 r2• 1 1 r 1 1 11 P. R BUILDER: TAYLOR MORRISON REVISIONS t7cl Alr PLAN : A N A S T A S I A DATE By Heating, Air Co ditio inq 3 t'efrlgcratlan.1mc. LOT LOT 278 3/ 2 4/ 17 JA 109 Commerce Street SUBDIVISION TH RNBRO KE 9/21/17 JA %,Lc 1101 DATE: 6/4/2014 11/30/17 JA I,akcM rgFl.32746-6206 DRAWN BY: FJF 10127116 JA Phow:407-8312665 3/3/17 JA Far:407-333-3855 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy S T R A D A NEC 2011IFBC 107 SANFORD,FL 877-906.1113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS MODEL: ANASTASIA BUILDER TAYLOR MORRISON SUBOIVISON VOLT/AMPS LARGEST LOAD HEAT PUMPS W/SUPPLEMENTAL HEAT 15572 Includes Heat Pump and Heat Strips on together@100% Square feet living area 1 25851 3 volt/amps 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 misc misc TOTAL OTHER LOAD FIRST 10KVA@100% 10,000 REMAINDER ® 40% 9742 LARGESTLOAO 15572 TOTAL LOAD 35 314 V.A./ SIZE RECOMMENDED 1 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 34355 2 2.5 3 3.5 4 5 OTY KW 4032 10000 6500 5040 10000 6500 5280 10000 6500 6168 8000 5200 6888 8000 5200 8160 10000 6500 IIKVATA TON OTY KW 1 5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 00 MPREVS ES QTjY AMPS 30 240; 0: JEE 60 240 100 240 w 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. 1 Z G CA D640 a n 0 G j v w cn DESCRIPTION AS FURNISHED: Lot 278, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. RECORD COPY PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 316 s titi6 LOT 317 N 00014'55" W I 40.00' LOT 318 I sir LOT 278 19.80' 19.80' a 5.00• 15.7' io v COVERED PATIO 14.3' 5 00' CD N PROPOSED RESIDENCEO~ A p0 O MODEL ANASTAS14 2 CAR GARAGE RIGHT p pia° c LOT 279 ' tzj LOT 277 5.00' 0' . 13P O ENTRY 8.7' ZONIN DATE0 of Ok to construct single family home 21.3' with setbacks and impervious area AU( 16' DRIVE 5,00 shown on plan. J 1... A 1 ,;a-, CT?_ 1 25.20 5.20' 1 110' UTiI. ESMT.I 74.30' — 5' CONC. WALK (PC) 3' FLARES \ N 00 D 14' 55" W (e.s.) 40.00' ROCKY GROVE LANE 50' R/W) TRACT I O= UTILITY & ACCESS R/W PROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: v PROPOSED DRAINAGE FLOW FRONT a 25' LOT GRADING TYPE A REAR - 15' PROPOSED F.F. PER PLANS a 23.5' SIDE = 5.0' PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER a 10' PLOT PLAN ONLY* NOT A SURVEY) PROPOSED INFORMATION SHO BASED ON SUPPLIED PLAN LVI v 9 ODU SV.1. 1. LMNG 7,522 SOFT. GARAGE 400 SOFT. ENTRY a 71 SOFT. LANAI a 139 SO.FT. BREEZEWAY - N/A SOFT. DRIVEWAY 403 SOFT. A/C PAD 18 SO.FT. WALKWAY 70 SOFT. IMPERVIOUS a 54.7 R 2,623 SOFT. SOD 2177 SOFT. OFF LOT AMCALCULATIONS. R/W a 440 SOFT. APRON Q 110 SOFT. SIDEWALK 200 SOFT. SOD a 1.1D SA. FT. rlV IAMA = 5,240 'SO.FT. DRIVEWAY a 513 SOFT. SIDEWALK = 270 SO.FT. SOD = 2,307 SO.FT. CR USENME'YE'R - SCOTT LJG. A IS'SOC. , INC. - LAND SURVEYORS LEGEND - LEGEND P PLAT roar. POINT 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r FIELD TV. ON LIRC TYPICAL NOTES: IP. IRON IPC PAL PONT Or REVERSE CURVATURE t. THE UNDLRSICIIED DOES XCREWY COM" TINT DOS SURVEY MEETS THE S7ANLYAROS OF PRACTICE SET FORTH 9Y THE nOWpA BOARD Or ULCAROD IRONCON1/ 21 IA ILL RAI'ULPOINT Or COMPOUND CURVATURE RADIAN. PROFESSIONAL SURVEYORS AND MAPPERS W CHAPTER AI-17 FLORIDA ADWNISTRARVE COOS PURSWNT TO SECTION 472.027. FLORIDA STATUES LIL ULB AS9A ILL45T2. UNLESS EMBOSSED NON SURVEYOR'S MATURE AND OR=ft RAISED SFAL THIS SURKY MAP OR COPIES ARE AIM VACUA a RCC. RECOVERED RCCOVCRCD EVP. VVITNCSDIAL VITNCSSPOINT3. 00 SURVEY WAS PREPARED FROM ITTLE INFORMATIONFURNW CD TO THE SURVEYOR. YKCRE MAY BE *IMP R6IMININS P.D. A. POINT OF BEGINNING CALL CKCIMTCD OR CASCMEMS THAT AFFECT THIS PROPEW. P= POINT W CONNCNCENENT AA E RNANCHT RCRRCNCC IONIPIE/1T 1. TAD UNDERGROUND DAPROVOIUlf3 NAVE BlFT/ LOCATED UNLESS OTHERWISE SHOWN, ' A CENTERLINE F!. rINISNED rLDOR CLCVATICH A THIS SURVEY IS PREPARED FOR THE SOLE NNOW OF THOSE CERIVIED TO AND SHOULD NOT BE READ UPON BY ANY OTHER ENNTY'. • • R/ •• RN NAIL DISK RIGHT-VAY BSL BA BUILDINGSCTRACK LINE BENCHMARK BASE 0. DWENSIONS SNIORW ION INC LDLARON OF WPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT DOINDWY LINES. ESNT. EASEMENT CASEMENT BiSEC BASE BEARING7. BGARINIM ARE BASED ASSUMED OAMW AND ON THE LINE SHOWN AS SW DEARWD (B.B.) GRAIN DRAINAGE A (LEYAfpN$, V SNOW ME BASED ON NAl70WAl CCDOCTIC DANM OF I920. UNLESS OIHERWLSC NOTED. UTIL UTILITY P. COIRITCATE Or AUTHMZ4170M No. 459A CLFE ENCHAINLINKFCEVDrC. C/ B P.C.POINT OOD • VICNCE CONCRCTCROCK OI C' VATURE SCALE -- 1• - 20'--4 DRAWN BY: ••• 7. DCSC. POINT OFTANGENCY DuaIPTIDN CERTIFlED FAY: LN1E ORDER No. _• . , US C ARCILENGTH PLOTPLAN12-04-2017 5397-17 p DELTA C CNDRD C. B. CHORD KARING NORTH THIS BUILDING/ PROPERTY OOES.NOT UE WITHIN -: THE ESTABUSHED 100 YEAR III.= PLANE AS PER 'nRAI• X CRUCSO EVER• R.LZONE X• UAP / 2117C0055F. ESR.LS / 4801 TAYLOR MORRISON HOMES THORNBROOKE S.F. I LOT 278 HOUSE TYPE: ANASTASIA 1... :. W OPT LAV BATH 3 I , 2N0 FLOOR C. a" BATH 2 AAVBATH 3 n V. 3" WASTE STACK FROM 2N0 FLOOR 2 1 C TERMINATING TO THE 1ST FLOOR 4+1 . 1 TAYLOR MORRISON HOMES THORNBROOKE S.F. i LOT 278 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 1ST FLOOR , AAV KITCHEN v 8• WAM STAM PROM ZNO R10011 TERM6YATiMO 111STF'OOR y MASTER BATH 3r ( Wit. el 1 t °V or, W/M 3 , POWDER BATH f 5 5 s m m m 7-0-0 T 75-0-0 60-10-8 7-1-8 RECORD COPY 1', E EEJIEEEEfIEEEIEEII• IIIIIII I!' I HN111111111111. 1 1EJIEJI HEcu EJI EJI EJI i I I f IJ 54-4-0 54-4-0 7-0-0 u CJ I III ILn cd EJI u u u u CI i n EJI C3R I EJI CJI CSR m 7 m EJI EJI ER EJI — EJIE7A II N G T11 EJI CJ—= 11 u I EJI 912 CA m EJ7 I EJ7 u, EJ7 I ml ao CJ5 05 c-1 CALn CJI 11 u u I~ I'- u u I?II- CJIIFI 5 7-0-0 1 9-8-0 52-4-0 28-6-8 7-1-8 JADING S00:0 O 2 OEPAR' Hanger List H1 HTU26 H2 THA422 NOTES: t) REFER TO HID qI (RECOMMENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY DRACING ) REFER TO ENGINEERED ORAWIL55 FOR PERMANENT DRACIIG REARRED 2) ALL TgUSSEs (IN0.UOWG TOMES LI DER VALLEY FRAMING) MUST DE COMPLETELY DE(I 0 OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REaRREMENTS 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DIN.DER. 4 ) ALL TOMES ARE OESI6NE0 FOR 2 o.c. MAXKN SFACN& GNLE% OTHERWISE NOTED 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO OE LOAD DEARM tPLE% OTHERWISE NOTED 6) SY42 TRUSSES W05T DE INSTALLED WITH THE TOP DEING UP 7) ALL ROOF TRUSS W46ERS TO DE 51WWN HTIM LI LESS OTHERWISE NOTED ALL FLOOR TOM HANGERS TO DE SIMPSOH THA422 LNLE%OTHERWISE NOTEO D) DEAMMEADERILINTEL (FOR) TO DE FLO45KO DY IN"ER 51-10P DRAWING APPROVAL THIS LAYOUF IS THE 50.E 50186E FOR FAVOCATIO N OF TAWS APO VOD5 ALL PREVIOI7i AWITECTLft OR OVER IW* LAYOUTS. VIEW AND ARROVAL OF THIS LAYOUT MU51 DE RECEIVED DEFORE ANY TRUSSES WILL DE DIALT VERITY ALL 0101T10N5 TO MIRE ATi"T OWEES THAT WILL RESULT IN EXTRA OMS FO YOU Igmul Q&at O u Awwd —Fr w 048uilders FirstSource Orlando PFIONE 407-BSI-2t00 FAX: 407.851-7111 Plant City FWNE 6I3-75q-34151 FAX:813-752-P332 Taylor Morrison Homes It: Anastasia B M W11% IItMIN TB Lot 278 + I I 1 Iph 12-1-17 Rick Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0278 - MiTek USA, Inc. Site Information 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0278 Model: Anastasia Tampa, FL 336104115 Lot/Block: 278 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date112/2/17 No. Seal# IT12636187 Truss Name Date 1 T12636170 JC1A 18 F04 12/2/17 2 T12636171 C1B 12/2/17 19 IT12636188 F05 12/2/17 3 * T12636172 C3A 12/2/17 20 IT12636189 F06 2/1 4 T12636173 C36 12/2/17 21 T12636190 F07 12/2/17 5 T12636174 C5A 12/2/17 122 T12636191 F08 12/2/17 6 T12636175 C56 1212/17 123 1 T12636192 1 F09 12/2/17 7 T12636176 1CJ1 12/2/17 24 IT12636193 IF10 112/2/17 I8 I T12636177 I CJ3 112/2/17 125 I T12636194 I F 11 112/2/17 I 9 T12636178 I CJS 12/2/17 126 1 T12636195 1 F12 12/2/17 10 1 T12636179 1 VA 12/2/17 127 1 T12636196 1 F13 12/2/17 11 1 T12636180 1 E713 12/2/17 128 IT12636197 F14 12/2/17 12 1 T12636181 1EJ1 12/2/17 129 1 T12636198 1 F15 12/2/17 I13 IT12636182 I ER I12/2/17 130 1T126361991F16 I12/2/17 114 I T12636183 I F01 112/2/17 131 I T12636200 I FG 1 12/2/17 I 115 I T12636184 I F02 112/2/17 132 I T12636201 I 1-17A 112/2/17 I 116 I T12636185 I F02A 112/2/17 133 I T12636202 I H76 112/2/17 I 117 IT12636186 IF03 112/2/17 134 IT126362031HJ1 I12/2/17 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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 MTek•s customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSINPI 1, Chapter 2. w01-kiING SANFORD OFPAR 7_3735 Ira p riur,ri p:..•fj f;V' • BITATE OF L• 1Fiptlit«•- 11$1111R F "Al on 084 6W ft26.ftM Bled T*" HMW na December 2,2017 Albani, Thomas 1 of 2 RE: TB0278 - Site Information: Customer Info: Taylor Morrison Project Name: TB0278 Model: Anastasia Lot/Block: 278 Subdivision: Thornbrooke Address: City: Sanford State: Florida JNo. ISeat# JTruss Name I Date 35 IT12636204 1HJ7 12/2/17 136 IT12636205 I T01 112/2/17 I 37 IT12636206 IT02 12/2/17 38 T12636207 T03 12/2/17 39 IT12636208 T04 12/2/17 40 IT12636209 I T04A 12/2/17 141 IT12636210 I T07 112/2/17 I 42 IT12636211 T08 2/1 I43 IT12636212 T09 112/2/17 44 T12636213 T10 12/2/17 45 IT12636214 T11 12/2/17 I 146 IT12636215 I T12 112/2/17 I 147 IT12636216 I T13 112/2/17 J 48 IT12636217 IT14 12/2117 149 IT12636218 IT15 112/2/17 J 50 IT12636219 IT16 12/2/17 51 IT12636220 IT17112/2/17 J 52 T12636221 IT18 12/2/17 153 IT12636222 I T18A 112/2/17 I 154 IT12636223 I V01 112/2/17 I 55 IT12636224 I V02 112/2/17 1 156 IT12636225 I V03 112/2/17 J 57 IT12636226 I VO4 12/2/17 58 IT12636227 I V05 112/2/17 I 2 of 2 Job Truss Truss Type aty Py T12836170ITBO278CIAJack -Open 1 1 Job Reference (ontionall Builders FlrstSmoce, Temps, Plant City. Flortds 33568 7.840 s Aug 16 2017 MITek Ineutbles, InC Fri Dee 01 17.04:59 2917 Pepe I ID.0837CakNCJU5ySDiamCDdnydllm-xvelH5rrgLTAFr2dt?_TgsjofUd6C6txHEISfyDHbo 1.0-0 r 1.0.0 L—M= LOADING (psf) SPACING- 240-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 15.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 BCDL 10.0 Code F8C2014/TPI20D7 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=44/Mechanical, 2=34/Mec hanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Uplift I—S(LC 12). 2=23(LC 12) Max Grav, 1=44(LC 1). 2=34(LC 1), 3=20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Stale - 1:7.1 DEFL. In (loc) Well Ud PLATES GRIP Vert(LL) -0.00 1 >999 240 MT20 244/190 Vert(TL) -0.00 1 >999 180 Horz(TL) -0.00 2 n/a We Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-D 0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=106mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cill. II, Exp C; Encl., GCpi--O.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 3 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 bad 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 1DD lb uplift at )oifd(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING . Verily design pwwnehrs and READ NOTES ON INS AND INCLUDED W FEx REFERENCE PAGE 11111-7473 rev. 100ZI fe BEFORE USE. Deep vald for use only with Mrr*W con negae This design Is based only upon parameters stnown, and Is for an IndMldual building component. not a buss system. Before use. the buldi np designer must verity the applicability of Ossyn parameters and property Incorporate this design Into the overt bulang design. BraWp bndlcate0 A to prevent bucldbng of Individual truss web an War Chord membersonly. Adddlonsl temporary and pemwnerd Bating Is akrsys required Im slablly and to prevent collapse with possible personal Wary and property doge. For general guidance regaNlnp the 0 fabrication, storage. delivery. erection and bradng of trusses and truss systems. we ANSV IPM Quality Criteria. D8849 and BC81 Building Component 6904 Parke Fast Bhd. SafelyIMomutbn avelable som Truss (lane Insilnde. 218 N. Lee Sbeel, Sule 31Z Ablundrte. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply1 T12636171lJobTSM70cisJack -Open 2 1 Reference (optional) Bulkters FirstSource. Temps. Plant city. Florlde 3356e 7.610 a Aug 10 2017 Mrrok Industries. Inc. FA Dec 01 17.04:59 2017 Pape 1 ID:0837CekNCJUSySDiOmCDdnydl l m-xvaiHSITgLTAFr2dt79_T9sigWe6C6fxHEIS1yDHbo 1-0.0 1-0.0 r 1.0.0 140 LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 15.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2014rrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/slze) 3=11/Mechanical, 2=159/080, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift 3-11 (LC 1), 2=102(LC 8) Max Grav 3.18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale - 18 2 h14 = DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 2441190 Vert(TL) -0.00 2 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 5 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=S.Opsf; h=25R; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope) and C-C Exterlor(2) zone;C-C for members and forces 3 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 bad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 3 except 01=lb) 2=102. 6)'Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WAMNO - V ft design parameters and READ NOTES ON THIS AND INCLUDED AVINK REFERENCE PAGE AM7477 rev. /100Y2016 BEFORE USE. Design valid for use only wM MrreW conmclom This dWgn Is Wand onty upon parameters shown. and is for an lealvlaual bu9ding component. not a lass syslam. Before use, the busdhg designer n" verify the aVOIC10 sly of design pararnslnm and property Incorporate this design into the over" busting design. Bracing indicated Is to prevent buciO ng of kMNldud tow web andfor dons membem onty. Additional temporary and pemunsnt Isacbrp •j(j f° Is aiwaye reqpn ulre0forstabilityandtosve d collapse with possible personal In)ty and property damage For general guidance regarding the '°w fabrication, storage, delivery. erection and brsciog of busses and truss, ayalems, see ANSUTPN Quality C*w%. OSS49 and SCSI Building Component 6904 Parke Ead Bold. Safely Irdonnstlon avat able from Tow Plate Institute, 218 N Lee Street. Suite 31Z Abrandrta. VA 22314. Tampa, FL 36010 Job Truss Truss Type Gy Py T12836172ljobReference ITBWBC3AIJack-Open1 1 optional) Builders FlntSource. Tempe. Plant COy. FI, - - 33566 2x4 = 3.40 7 eeu s Aug 9s 2u17 sales mauxtras, mc. vn un ul 1 r.ue:Dv Mt rap 7 ID:0837CekNCJUSySDiOmCDdnyd 11 m-xvaiHSrrgLTAFr2dt?9_T9sg4RJ6C6fxHEISyDHbo Scale = 1:12.3 3.0.0 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 1-3 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.09 Vert(TL) -001 1-3 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 HOrz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 10 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/size) 1=129/Mechanical, 2=101/Mechanical, 3=29/Mechanicel Max Horz 1=63(LC 12) Max Uplift 1-17(LC 12), 2=-65(LC 12) Max Grav 1=129(LC 1), 2-101(LC 1), 3=58(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vull-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.0psf; h=2511; Cat. II; Exp C; End., GCpl=0.18; MWFRS ( envelope) and C-C Exterior(2) zone;C-C for members and forces 3 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 nonooncurrent 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 M between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2 6) " Semi -rigid phchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - VwNy design per Were and READ NOTES ON TIES AND INCLUDED MTEK REFERENCE PAGE 41IN473 rev. 10=015 BEFORE USE. Design valid for use any with Weida connectors. This design is based only upon parameters shown, and Is for an Individual bugdng componan, not a truss "am. Before use, the building designer wAnd verily the applicability of design parameters and properly Incorporate this design Into the *mail balding design. Bra d Indicated Is to prevent buck big of Individual buss web andror chord member only. Addabnal temporary and parmanerd bracing Is always required for dabgby and to prevent collapse with possible personal Iniury and properly damage For general quittance regarding the is f Salary lon, delivery. hewn Irand bracing of PInstitute, 1atMUu, trussesEandLes truss systems. Sub" a12, AbnandANSU A 1 Iry Criteria, DS049 and SCSI Building Component 6904 Parka East 8W. IntoTamps. FL 36610 Job Truss Type aty PlyT1283e17SPissITem7aBJack -Open 2 1 Job Reference (optional) Builders FlrstSeurce, Tampa, Rant city, Florida 33560 7-0 6 Aug 10 2017 auTek Indusbles, Inc Fri Dec 01 17,05*00 2017 Page 1 ID 0837CBkNCJUSySDiamCDdnydllm-P584VRm5beb1s7dgRIgDOMPsh3pgrfMpAx_4_SyDHbn 3-0.0 I . 1 0 0 340 2x4 = 9 0 Scale -1:9.0 LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0,00 24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanlcal Max Horz 2=61(LC 8) Max Uplift3-43(LC 12), 2-114(LC 8) Max Grav 3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VuR=140mph (3-secend gust) Vasd=108mph; TCDL=4.2psf,, BCDL=S.Opsf; h=2511; Cat. II; Exp C; End., GCp1=0.18; MWFRS (envelope) and C-C Exterior(2) -1. )-0 to 2-0-0, Intedor(1) 2-0-0 to 2-11-4 zone;C-C for members and forces d 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 f4 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (H=Ib) 2=114. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fait' model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - Vwfy dulgn pupmrers and READ NOTES ON TNIS AND INCLUDED 40TEK REFERENCE PAGE alIF7/73 rsv. 189ZIM5 BEFORE USE. Design valid for use only with MrrskV connectors. This design is based onty upon pwsn*m shown. and Is for an Individual building component. not a truss "am Before use. the building designer, must verify the applirabaly of design parameters and property Incorporate this design into the overall bui0ing design Bracing Indicated is to prevent buckling of bnmvidual buss web and/or chord members only. Adddbnal temporary and pem rwd bracing ErIsakvsysrequiredforMobilityandtopreventcollapsewithpossiblepersonalInluryandpropertydemege. For general guldensregarding Ur bblcallon, slorage, delivery, erection and bracing of trusses and truss "ems. sits ANSVrPI1 Quality Criteria, D3849 and SCSI Building Component 6904 Parke Fast Bald. Safety Information available from Truss Rate Institute. 218 N. Lee Street, Suite 312. Abrandrta. VA 22314. Tamps, FL 36010 Job Truss Truss Type Oty Ply T12638174lJobReference ITowsC5AJstk-Open optional) Bulldera Firs ^ ce. Tampa. Plant City. Flptla 33566 7.6I0 s Aug 15 2017 MITek Industries, Inc Fn Usc 01 17.05= P77 Pape 1 ID:0837CakNCJU5ySDiOmCDdnydllm-P584VRm5bebls9dgRiODOMP1U3mPr(MpAx_J_5yDHbn 5.00 r 5.0.0 Scale - 1:17.3 2,4 = 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 1-3 >691 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0 00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 16 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1=219/Mechanical, 2=171/Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Uplifll=31(LC 12), 2=109(LC 12) Max Grav 1=219(LC 1). 2=171(LC 1), 3=98(LC 3) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VuN=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=5 Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0.0.12 to 3-0-12, Interior(1) 3-0.12 to 4-114 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live bad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oifd(s) 1 except (jt=lb) 2-109. 6) "SemFrigid pMrhbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARMNO - Verily Otago. penmet. and READ NOTES ON TMS AND INCLUDED ADTEK REFERENCE PACE MO.7473 rev. 160111 0f6 BEFORE USE. Design valid for use only with MITOW wnnegon This design Is based only upon Parameters shown. and Is for an Individual building co ponem. not a truss system. Before use, the building designer must very the applicability of deep parameters and propery Incorporate this design Into the overall building design. Bra" Indicated Is to prevent budding of IrMlNduel truss web andfor Mad members only. Addiibrnl temporary and permanent bracing Is aNmys required for stabildy and to Prevent Wlapse with possible panda! Indury and popery damage. For general guidance regarding the k1w fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIR9H Quality Crawls, DSO-sp and SCSI Building Component 61101 Parke East Blvd. Safety Information avail" from Truss Plate Institute. 218 N. Lee Street. Suite 31Z Alexandre, VA 22314. Tamps, FL 366110 Job Truss Truss Type Oty Ply7126M175lJoblReferenotl(optionall IT60276C5B18"pen 2 1 BuWers FlrstSoroee. Tampa. Ptent City, Florida 3351IB 7 040 s Aug 16 2017 Wait Industries. Inc Frl Dec 01 17.05.01 2017 Papa 1 ID.0837CekNCJUSySDiOmCDdnydllm4lhSrnnjMyltU9C0 OBSYaxzoTSAa6tyPbjsVWyDHbm 1.0.0 i 5 60 ir 1b0 5.0-0 Scale a 1.12.9 20 = LOADING (psf) SPACING- 2.0-0 CS1. DEFL. in (loc) Vdeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 _ TC 0.44 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 026 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 We n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 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=148/Mechanical, 2=314/0-8-0, 4=46IMechanical Max Horz 2=89(LC 8) Max Uplift3=85(LC 12), 2-124(LC 8) Max Grav 3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph: TCDL=4.2pst, BCDL=S.OpsF h=25tt; Cat. It: Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -1.0.0 to 2-0.0, Interior(1) 2-0.0 to 4-11-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will f4 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except 01=lb) 2-124. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING . Vmpy deals. parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 111067473 rev. IDUW f6 BEFORE USE. Deep valid for use only with WOW connectors. This design Is Weed only upon parameters shown. ant Is for an Individual building component, not a truss system Before use, the building designer must verly the applicabilityof design parameters and properly Incorporate this design Imo the overall bubding design. Bracing Indicated is to prevent bue" of Individual truss web andfor chord members only. Add Alonsl temporary and pemrarom braids Ir sways required for alabOry and to prevent collapse with gossips personal Injury and Drapery damage. For general guidance regarding the ks fabrication, storage, fthwy. aretlbn and bmd%of trusses and truss systems. we ANSVTPM Quality CAterls, DSBaf and SCSI Building Component 6904 Partra East SM. Safety Information svWMIe from Traps Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply T1283B176lJobReference(optionall TOW70 CJ1 Jsok-Open 11 1 Builders FbstSorace Temp. Plant tray. Florida 33566 ID:OB37CekNCJU5yS0OmCDdnydt t m4lhSijNyjtU9C0 OBSYax27T=ASa6cyPbjsVWyDHbn 1-0-0 I 1-0-0 1A0 1.0.0 LOADING (psf) SPACING- 24)-0 CSI. TCLL 20.0 Plate Grip DOL 1,25 TC 0.09 TCDL 15.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCOL 10.0 Code FBC2014fTPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3-5/Mechanical, 2=154/0.3-8, 4=10/Mechanical Max Horz 2-38(LC 12) Max Uplift 3=5(LC 13), 2= 48(LC 12) Max Grav 3=13(LC 8), 2-154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown Scale = 1:7.1 2x4 = DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Veri(TL) -0.00 2 >999 180 Holz(TL) -0.00 3 nla n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2ps1; BCDL-5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 100 Ib uplift at joint(s) 3, 2. 6) "Semi -rigid phchbreaks with fixed heels" Member end fb(Ity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING - Verity doslgn parameters and READ NOTES ON INS AND INCLUDED MTEK REFERENCE PAGE 1110.7471 rev. 109SI2af6 BEFORE USE. Design valid for use only with MRekst connectors. This design Is based only upon parameters shown, and Is for an IrdMdusl bullding component, not a thus system. Balm use, the baldbV designer mrsl verity IM spplicaWgy of design parameters and property Irr, F , ', this destgn Into On overall isbuildingalways design. B stability b to prove collapse wtlnwtlh preventIsto olpoulae txauss w IrrJrrbarWortlr, members only. Additional temporary and pemunsnl brw)Ag 76+E+° ry and property damage damageFor general guidance regardthe i tatalcstlon, storage. OeUvery, erection eM brar' of trusses cad tr us systems, site ANSVrP" Quality Criteria, D5049 and SCSI Building Componard 6901 Parke Fist Blvd. Sdeiy Information available from Truss Plats Institute, 218 N. Lee Street, Suite 312. Awandrla. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T12838177lJob ITBO278CJSJack -Open 11 1 Reference (optionall Builders FbstSouap. Temps. Plant City. Florida 335M 7.640 a Aug 18 2017 Mrrek Industries, Inc. Fri Dec 01 17 05:01 2017 Paps 1 ID:0837CekNCJUSySDiOmCDdnydllm4lhSinnjMyjtU9C0 OBSYax1GT93a6cyPbjsVWyDHbm 1.0.0 ( 3."i 1.0.0 3-0-0 20 = 244 3.0.0 Scab=1:12.3 LOADING (psq SPACING- 2.0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code F8C2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 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=67/Mechanicel, 2=234/0-8-0, 4=26/Mechenical Max Horz 2-79(LC 12) Max Uplift3=52(LC 12), 2=56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vuh=140rnph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 2-114 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3.2. 6) "Semrrigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - V fry deafgn parameters and READ NOTES ON 77IS AND INCLUDED ADTM REFERENCE PAGE W7473 raw. I*Wr 15 BEFORE USE. Dealgn valid for use only with Mrrekm connectors. This design Is bated only upon parameters stown, and Is for an Individual buldbrg Component, not a truss system. Before use, the bugdbq designer must verily the appakabRly of dealgn parameters and property Incorporate this design Into On overall building design. Brac rig Indicated Is to prevent bucidbng of ImDvidual truss web anWw rIr0 members only. Addliorral temporary and permerom bac' is always repuired for stability and to prevent collapse with potable personal Injury and property damage. For general guidance regarding the is labrkstfon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPH Ouslity Creorb. DSBif and BCSI Building Component 6904 Pads East Blvd. Safety Information available from Truss plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply T126M178lJobRaterenoti(optionall TBM70 cis Jerk -Open 11 t Builders FIMM-4 V0. Tempe, Planit Uly, FWWS 33566 r.Wv a Nq le NI r mr I un induaeree, im FiweOv ,7.C6.0& lei r rage , ID 0837CekNCJUSySDiOmCDdnydllm-MUFgw7nM7Grk8JnCY7jhSnU6etR2JZs5dFTP2yDHbl 1.0-0 i 5-0-0 _ r 140 540 Scale - 1 17.3 2x4 = 4 0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Veri(LL) -0.03 2-4 >M 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(fL) -0.08 2-4 >727 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 100 Code FBC20141TPI2007 MatrtK) Weight: 18111 FT=20%r LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5 0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=158/Mechanical, 2=305/0-3-8, 4=48/Mechamcal Max Horz 2-121(LC 12) Max Uplift 3=104(LC 12), 2=62(LC 12) Max Grev3=158(LC 1), 2-305(LC 1), 4=96(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind. ASCE 7-10; Vuh-140mph (3-second gusl) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (envelope) and C-C Exterlor(2) -1-0-0 to 2-0.0, Interior(1) 2.0.0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions sham; 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 tell by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=104. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING • Vanity designporamsters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE M47473 rov. 10*V f6 BEFORE USE. Design, valid for use only with MRekm connectors. This design Is based only upon parameters shown. and is for an brdlvldual building component. not a cuss system. Bofors use, Vo building designer must verify the applicability of design parameters and piowly Incorporate this design Into the overag building design. Bracing Indicated Is to provers budding of Individual truss web and/or dwrd members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal MJury and popery damage. For general guidance regarding the Is labricatlom storage• delivery. erection and in ch of Mae* and truss systems, we ANSVrPH Quality Crltarla, DS849 and SCSI Building Component 61104 Parke East Blvd Ssdaty Information "table from Truss Plate InslxNe. 216 N. Lee Sbest, Suite 312. Meandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Py T126MI79 Taws ETA Jack -Open 6 1 Builders F1ralSorace, Temps, Plant City, Florida 33566 7.640 a Aug 10 2017 MITsk Industries, Inc. Fri Doe 01 17:05,02 2017 Page 1 ID,0837CakNCJUSySDiOmCDdnydl l m-MUFgw7nWGrk6JnCY7Ih5nU 1 vtMBJ7s5dFTP2yDHbl 74).0 7.0.0 3A = AQ AO R Scale-1:22.2 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (hoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 >591 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.60 Vert(TL) -0.34 1-3 >246 160 BCLL 00 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a Ma BCDL 10.0 Code FSC2014/TPI2007 Matrix) Weight: 22 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 1=309/Mechanicel, 2=217/Mechanical, 3=92/Mechanical Max Horz 1-146(LC 12) Max Uplift t= 44(LC 12), 2=129(LC 12) Max Grav 1=309(LC 1). 2=217(LC 1). 3-135(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCDL=5.0psf: h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-0-12 to 3.0.12, Interior(1) 3-0-12 to 6-114 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load noncorlcurrent 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 M between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 1 except 01=lb) 2=129. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARMING - Vwfry dosrgn parameters and READ NOTES ON T10S AND INCLUDED 40TEK REFERENCE PAGE MLFT473 rev. 109"015 BEFORE USE. Duo valid for use only with MrTeW conneckirs. This design Is based only upon parameters shown, and Is for an Individual building component. not a cuss system. Before use, the building designer mud verily the appunagy of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent budding of Individual truss web andfof cord members only. Adddlonal temporary and permanent bracing lawIsalwaysrequiredforstabilityandtopmerdcollapsewbhpossiblepersonalInpayandpropertydamage. For general Quittance regarding the fabrication, storage, delivery, section and bracing of trusses and truss systems, an ANSUTPM Quality Criteria, DS849 and SCSI Building Component 6904 Parka East Blvd. Safety Information ova9able from Truss Pole tnsthute, 210 N Lee Street, Subs 312. Ahmmirls. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Py T1283B160 T80270 E?B Jw*.Open 4 Builders FlrstSoura, Tampe. Plan city. Florida 33566 7.040 a Aug is 2017 MITek lndustnes, Inc Fri Doe 01 17.05.03 2017 Page 1 ID:0837CakNCJU5ySDrOmCDdnydlIm-ggpD7To_uZzbkTMP6rEwd?OEIHjX206FsvCzbOyDHbk 14).0 I 7•00 r 1.0.0 74)-0 30 LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 15.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 ' Rep Stress Ina YES WS 0.00 BCDL 10.0 Code F8C2014/TPI20D7 Metric) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2-400/0-8-0, 4=83IMechanicel Max Hoe 2=117(LC 8) Max Uplift3=106(LC 12), 2=140(LC 8) Max Grav 3=205(LC 1).2=400(LC 1).4=127(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale 3!1"-1' DEFL. In (oc) Well Ud PLATES GRIP Vert(LL) 010 2-4 >825 240 MT20 244/190 Vert(TL) -0.27 2-4 >295 180 HOrz(TL) -0.00 3 n/a n/a Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- (7) 1) Wind. ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -140-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord lire load nonconcurrem 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (#=1b) 3=106, 2=140. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING • Verily deslpn paramefers and READ NOTES ON TNOS AND INCLUDED MTEK REFERENCE PAGE 11674741 rev. 140=015 BEFORE USE. Design wild for use only with Mrr*W connectors. This design Is based only upon parsmeters shown, and is for an IndMdual building cor ponard, not a buss "am. Before use. the buldbng designer mull verily the applicability of design perameters and property Incorporate this design Into the overall building design Bracing Indkated Is to prevent bucNEng of Indk*W tons web andfor tlwr0 members orgy. Additional temporary and permanent bracing Is sways required for stability and to prn ovecollapsewlh possible personal injury and property damp. For general guidance regarding the kv 4Dnlcallon, storage. delivery. erection and bracing of trusses and tow systems. see ANSViPM Quality CdtwU. DS049 and SCSI Building Component 6904 Pads East Blvd. Safety Intornation available from Tens Phte InsWule. 218 N. Lee Street. Suls 312. Alelondria, VA 22314 Tampa, FL 368110 Job Truss Truss Type Oly Ply T12636161 TSM76 EJ1 JACK -OPEN 20 1 Builders FbslSorace, Tampa, Plant City, Florida 335M 7.640 a Aug 16 2017 MtTek Industries. Inc. Fd Dec 01 17.05.03 2017 Page 1 ID:0837CakNCJUSySDiamCDdnydllm ggpD7To uZzbkTMP6rEwd?OOdHrg206FsvCzbOyDHbk 1.0.0 0 80 2,4 = Scale - 1:e.3 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 2 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n1a We BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-8-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sae) 2=159/0-", 4=30/Mechanical Max Horz 2=42(LC 9) Max UpIM2-92(LC 9), 4-30(LC 1) Max Grav 2-159(LC 1), 4=28(LC 9) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind. ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2pst; BCDL-5.0psf; h=25R; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 6 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 bad 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 2440 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 6) "Semi -rigid pitchbreeks with fired heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARWN0 - Vartly dbslgnparamelars and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE NQ7473 mv. 10GU M6 BEFORE USE. Design valid for use only with MReke connectors. This design Is based only upon Parameters shown, and Is for an IndWual bunting component, nol a truss system. Before use. the building designer must vedy, the applicability of design parameters and property Incorporate, this design Into tits went bubding design. Bracing Indicated is to prevent buddtrq of IrrtlMOual buss web andfor dr, members only. Add4lonal temporary and permanent bracing is always required for slab0ity, and to Prevent collapse with possible Personal Injury and Properly damage For general guidance regarding the febrWllon, storage, delhery. erection and bracing of trusses and truss systems, es" ANSVTPII Quality Criteria, DS821, and SCSI Building Component 6904 Parks East Blvd. InformationSafetyInformation avabblehorn Tens Pots Inditute, 216 N Lee Street, SuiteZ Alexan dria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Py, T726361t12lJobT8027eFJTJackLpn111 Reference (oplionall Builders FlrslSoirrce, Tamps, Plant City, Florida 33566 7.640 a Aug 10 2017 MRek Industries, Inc. Fri Dee 01 17.05.04 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-ItNbLopdtSSLctbgYISACZPbg37nTLO5ZyW7syDHbj 1-0-0 I 7-00 1 40 7-00 Seek - 1:22.2 US = 11-4-2 a7.14 LOADING (psf) SPACING- 2-M CSI. DEFL. In (hoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(rL) -0.10 2-5 >643 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Holz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 Ile FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 2=0-8-0, 5=0.11-5. lb) - Max Horz 2-163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 3=124(LC 12). 4=121(LC 1) Max Grav, All reactions 250 lb or less at joint(s) 3,4 except 2=359(LC 1), 5=306(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf, h=25111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 24)-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 3 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 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 100 Ile uplift at joint(s) 2, 5 except (jt=Ib) 3=124, 0121. 6) "Semi -rigid phchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' 0 WAHMNO - Wray design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE M67477 rev 1003rM5 BEFORE USE. Design valid for use only with htiTeW connector This design Is based only upon parameters shown. and b for an bWWusibuOdng componwd. not a truss system. Before use, the building designer must vertiy rho applicability of design parameter and popery incorporate this design Into the overall building design. Anp Indicated Is to prevent budding of Individual buss web and/or chord members only. Additional temporary and pemumenl bracing Is abvsys required for stability and to pravenl collapse who possible personal Ir" and popery damage. For general guidance regarding the labrhallon, storage, delivery, ereclbn and bract - of trusses and truss sydems, we ANSVTPI1 C isiby Cd1Ma, DS049 and BCSI Building Component 6ed1 Parks End Blvd. safety Information available from Tnau Plate InstitNs, 218 N. Lee Sued. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Qty Py T12638183 T80278 F01 Floor 1 1 ourivers rnsravrnce, r errlpe, rwn Wry, rrpOe JJAo r wv s ruq ro Nr r err r ex rousues, rrrc rn Nee yr r r.W.W zui r rage i ID 0837CakNCJUSySDiOmCDdnydllm-m3xzY8gEOBDJzmWhDGGOj06WI44TIWIUYJDh31JyDHbi at- 6 H I1-4-0 o-t i a olio l-3'o i Sceie = 1:33.4 1. sx3 II 1 5x3 = 3x4 = 30 = 3n0 FP = 30 = 1.Sx3 11 1.54 11 5x8 = 30 = 30 = 5)6 II 1 2 3 4 5 6 7 8 9 10 1112 13 20 t. Sx3 = 34 FP= 5x6 11 US FP= axe = LOADING ( psQ TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL so SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 a RepStressInNOCode FBC2014lrP12007 CSI. TC 0. 98 BC 0. 29 WB 0. 71 Matrix) DEFL. in ( loc) Well Ud Vert(LL) - 0.02 16 >999 360 Veri(TL) - 0.05 16 >999 240 Horc(TL) - 0.01 13 n/a n/a PLATES GRIP MT20 2441190 Weight: 133 lb FT - 20%F, 11 %E LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except 11-13: 2x4 SP No.2(flat) end verticals. BOT CHORD 20 SP No.2(flal) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 9-441 except (Jt=length) 13=0-3-0. Ib) - Max Grav All reactions 250 lb or less at Jolnt(s) except 25=407(LC 3), 13-1326(LC 4), 24=880(LC 3), 23=756(LC 3). 21= 905(LC 1). 20= 1 916(LC 1). 20=1916(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=01973, 6-7=01973, 7-8=01973, 8-9=-875/0, 9.10=1717/0, 10-11- 1040/0, 11-12=1048/0, 12-13=1040/0 BOT CHORD 24-25=0/278, 22-23=468/0, 21-22=-468/0, 20-21=-973/0. 17-18=0(1711, 16-17=0/1711. 1546=0/ 1703 WEBS 12- 15-355/0, 13-15=0/1494, 2-25=385ro, 2-24=-634/0, 3-24-537/0, 3-23-758/0, 5-23- 291/237. 5-21-931ro, 6-21-304/0, 10-15-966/0, 9-18=125510. 8-18=0/1332, 8-20= 1803/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise Indicated. 3) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily 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 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1 W Uniform Loads ( pit) Vert: 14- 25=10, 1-13 =320 0 WARNINO - Vanity Assign Panurratere and READ NOTES ON TIES AND INCLUDED ADTEK REFERENCE PAGE 11111.747i rev. 140=013 BEFORE USE. Dealpn valid for use only with Mrrek* connectme. This deep Is based only upon parameters shown. and is for an Individual bolding component. not a truss " am. Before use, the building desilmw must verily the applicability of design parameters and property Incorporate this design Into the overall bulding design BraWp Indicated Is to prevent budding of Indlvldtel truss web andror chat members only. Aciddlorsl temporary and permanent bracing Is always ratiulsd for staWWy and to prover t elapse with possible persons! Injury and property damage. For general guidance regarding the kv fabrication, ctorage, delivery, erection and bracing of trusses and truss "*am*. we ANSVTPM Quality Criteds, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexondns, VA 22314. Tamps, FL 36610 Job Truss Truss Type ly Py ID T1283816s TOWS F02 FLOOR 1 1 anroaa rs -r. r empa, runt ury, rrww a iaoo 0.1-8 H i '-" 1 3 23 22 ID:0837CekNCJUSySDiOmCDdnydt 1 marr3xzY8gEOBDJzmWnDGGOj06XC4J1 Ws3YJDh31JyDHbi Scale = 1:33.3 3,8 II 316 11 24 7 25 e 9 10 11 1.Sx3 II US = 1 5X3 11 LOADING (PSI) SPACING- 2-" CSI. DEFL. in (1oc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.18 18-19 >756 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) 0.28 18-19 >483 240 BCLL 0 0 Rep Stress Inv YES WB 0.29 Horz(TL) 0.03 13 nla n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 104 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 2-2-0 oc purtins, except BOT CHORD 20SP No.t(flat) end ver icals. WEBS 20 SP No.3(fhd) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. All bearings 0-7.4 except (jt=length) 11=0-3-0, 16=0.4-0, 14=0-4-0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 11 Max Grev All reactions 250 lb or less at joint(s) 11, 14 except 13=731(LC 13), 21=744(LC 13), 16=548(LC 14) FORCES. (lb) - Max. CompJMax. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=1026/0, 3.4=-1568/0, 4-5=1426/0, 5.6-1426/0, 6-24=913/0, 7-24-913/0, 7-25- 585/0, 8-25=585/0 BOT CHORD 20-21=0/627. 19.20=011414, 18-19=0/1642. 17-18=O/1426, 16-17=0/1426. 15 16=0/833, 14-15= 0/362, 13-14=0/362 WEBS 2- 21-934/0, 2-20=0/611, 3-20=593/0, 4-18=-329/0, 8-13=-686/0, 8-15=0/358, 7-15= 38010. 7-16=212/252, 6-16=879/0, 6.17=0/260 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 111. 4) "Semi - rigid phchbreaks 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) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " 0 WARNINO - VoUy design parameters and READ NOTES ON TN/S AND INCLUDED WMX REFERENCE CAGE YLL7472 rev. I&CAP 9fb BEFORE USE. Design valid for use only with Wake connectors. This design is based only upon parameters shown, and Is for an Individual building component. nal a truss system. Before use, the build" designer must verty the applicability of design parameters and pi Wily Incorporate this design Into the overall building design Bracing indicated Is to prevent budding of Individual buss web andfor cirord members only. Additional temporary and permanent br-1 Is afasys required for stability and b prevent collapse with possible personal Injury and property damage. For general guidance regard" the In tabrlc illon, storage, delivery, arecibn and bracing of trussea and truss systems, we ANSUrPIt quality Criteria, OU49 and SCSI Building Componam 6904 Parke East Bled Safety Information availebb from True Plate Ins6lule, 218 N. Lee Street, We 312. AWurrdrb, VA 22314. Tamp". FL 36010 Job Truss Truss Type City PlyT120MISSlJob ITSM76F02AFloor11 Reference locitionall rn=rsere rverauraw, =errge, rrow up, rruw ai000 0.1•a H 1 1-4-0 l 1.54 II 1.Sx3 = 1.5x3 = 1 22 21 2 3 ruq =o rears ID:0837CakNCJUSySDiOmCDdnydllm-EFVLIUgsBULAbw4 nzndFd*AUIMFJFhYtRdByDHbh i 1•&4 i . Q3TB1-30 1 Srale = 1.33.3 1.54 II US II US II 4 5 6 23 7 24 a 9 10 11 1.5x3 II 3ris = 1.5411 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.18 17-18 >770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.28 17-18 >492 240 BCLL 0.0 Rep Stress Inv YES WB 0.29 Horz(TL) 0.03 11 rda n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) V"ht: 104 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(fkd) TOP CHORD Structural wood sheathing direly applied or 2-2-0 oc purling, except BOT CHORD 2x4 SP NO.t(flat) end verticals. WEBS 2x4 SP No.3(fkd) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-" except Qt=length) 11 =0-3-0, 20=0-7-4. lb) - Max Grev All reactions 250lb or less at joint(s) except 11-292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1038/0, 3-4-1590/0. 4-5=1463/0, 5.6-1463/0, 6.23-95610, 7-23-95M BOT CHORD 19-20=0/633, 18-19=0/1431, 17-18=0/1671, 16-17= 0/1463, 15-16=0/1463, 14-15=0/641, 13-14=01287 WEBS 11-13= 01285, 2-20=942/0, 2-19=0/619, 3-19-601/0, 4-17=315/0, 8-14=272/0, 7-14=74110. 7-15=0/528, 6-15-87510, 6-16-0/259 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) "Semirigid phchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails StrongbaCks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.SWIn. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNINO - VWW design perenaters and READ NOTES ON TWS AND INCLUDED aaTEK REFERENCE PAGE NO-7473 rev. 1863I M3 BEFORE USE. Design valid for use only with MITOW connectors. This design Is based only upon parameters shown, and Is for an Individual building componem, not a truss system. Before use. the building designer must verly the applicability o1 design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to proved buckling of hMMdual truss web ands Gard members only. Addtllorel temporary and permanent bracing Is ahraya required for slabBay and to prey collapse with possible personal Injury and property damage For general guidance regarding the Is fabrication, storage. delivery. erection and bradnp of truss" and truss systems. we ANSVTPH Quality Criteria. DS049 and BCSI Building Component 6904 Parka East Stud. Battery Information antlable from Truss Piste Institute. 218 N Lee Sbeet. Sutler 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy PlyT72838163ITSM78F03Floor61 Job Reference foolionall wnoen nreuwnw. ,em a. rrnr —y. r,u.w uu ev ..,..,......r ............................. ........ .................. ..,. . ID:0837CakNCJUSySDiOmCDdnydllm.iS3jzgrUxoTlC4fALglsor8yuute hwmXMkByDHbg o.t•e H 1 1 0 1 I 1.94 I 0le1-3-0 i Scale - 133 3 11.54 II 15x3 = 1.54 = 4x8 = 1 2 22 21 15x3 II axe II 4xB II 3 4 5 8 7 8 9 10 11 4xe = 1.5x3 II 4xe = 1.Sx3 II loI 165 1tA8.12 1b5-4 038 Plate Offsets (X Y)— (6:0-1-O Edael 111:0-30.Edg,. ll7:0-1-8.Edoel LOADING (psf) SPACING- 240-0 CSI. DEFL. In (roc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.59 Vert(LL) -0.18 17-18 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(R) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Ina YES WB 0,59 Horz(TL) -0.02 11 n/a We BCDL 5.0 Code FSC2014/TPI2007 Matrix) Weight: 104 Ib FT = 20%F, 1196E 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.t(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 11=1000/0.3-0, 20=1000/D-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1485/0, 3.4=2436/0. 4-5-2933/0, 5-6=-2933/0, 6-7-2732/0. 7-8=2039/0, 8-9=-840/0, 9-10--83210, 10-11-840/0 BOT CHORD 19-20=D/859, 18-19=0/2084, 17-18=0/2771, 16.17=0/2933, 15-16=0/2933, 14-15=0/2511, 13-14=0/1544 WEBS 11-13=0/1234, 2-20=12WM, 2-19=0/956, 3-19=915/0, 3-18=W539, 4-18=511/0, 4-17-85/519, 8-13=1048/0, 8-14=W757, 7-14-72210, 7-15=0/430, 6-15-513/24 NOTES- (7) 1) Unbalanced floor live bads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end rally 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 9-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING - VWW design P.O. and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE II11HR7 rev. 10007RefS BEFORE USE. Design valid for use only with MIT09 connectors. This design Is bond only upon parameters Yawn. ant Is for an Individual building componard, not a truss system. Before use. the building designer must verify the applicability of design parameters and popedy Incorporate this design into the overall lagbu" design. Bracing Indicatedis to prevent bucldi g of lnhdivlduid truss web antra dim members only Addbional temporary and pmmanerd Orating IsallaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandproperlydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. we ANSVTPIt Quality Criteria, D38419 and BCSI Building Component 6110e Pane East Blvd Safety Information available from Truss Plate Institute, 219 N Loa Street, Su1e 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oly 1ply n2e3618TlJobTSMTSF04FloorGeer11 Reference (coltionall Builder FlrstSouna. Tamps. Plent City, Florida 33568 0.1-8 H 1 1-4-0 1 1.Sx3 II 1.54 = 1 5K1 = 4x8 = 23 22 7.610 s Aug 16 2017 Mrrsk Industries, Inc. Fri Doc 01 17:05:07 2017 Pops 1 ID 0837CakNCJU5ySDiOmCDdnydllm4S3jzgrtJxoTlC4fALglsorBs4u a d0mXAAkByDHbg Scale - 1:33.3 1,5.3 I I 4x5 11 3,6 11 5,9 11 5 8 7 8 24 9 10 11 4)0 = US MT20HS FP = 1.54 11 5x8 = 1,S.3 11 LOADING (PSI) SPACING- 2-0.0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Ina NO BCDL so Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No 2(flat) BOT CHORD 2x4 SP No.2(flet) *Except* 12-18. 2x4 SP M 31(flat) WEBS 2x4 SP No.3(fkd) REACTIONS. (lb/size) 11=1377/0.3-8, 21-1093/0.7-4 1.54 SP = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.96 Vert(LL) 0.22 15-16 >999 360 MT20 2441190 BC 0.96 Vertft.) 0.34 15-16 >645 240 MT20HS 187/143 WB 0,84 Horz(TL) 0.02 11 n/a n/a Matrix) Weight: 108 lb FT - 20%F, 1196E BRACING - TOP CHORD Structural wood sheathing direly applied or 4$8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1651/0, 3-4=2753/0, 4-5=3477/0, 5-6=3477/0, 6.7=3421/0, 7-8=286010, 8-24=-2857/0, 9.24 =2883/0, 9-10=-1197/0, 10-11=1197/0 BOT CHORD 20-21=0/944, 19.20=0/2327, 18-19=0/3181, 17-18=0/3181, 16-17=0/3477, 15.16=0/3477, 14-15=0/3295, 13-14=0/2388 WEBS 11-13=0/1758, 2-21=1406/0, 2-20=0/1082, 3.20=1033/0, 3-19=0/651, 4-19z654/0, 4-17=0/712, 5-17=30310, 9-13=1736/0, 9.14=0/705, 7-14=864/0, 6.15=259/247, 6-16= 265/58 NOTES- (11) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at Joint 18 = 11% 5) "Semi - rigid pilchbreaks 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) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in 8) CAUTION, Do not erect truss backwards. 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down at 14-9-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads ( plf) Vert: 12- 21=10, 1-11 =100 Concentrated Loads ( lb) Vert: 24= 469(B) AWARNING - Voly daslpn pwnasm and READ NOTES ON T#05 AND INCLUDED WTEK REFERENCE PAGE hill-MYS rev . 16=2015 BEFORE USE. Design valid for use onlywith MITek0 connectors This design is based only upon panmalen shown, and Is nor an IMhldual building coi two, , not a truss system. Before use. the building designer must very the appliabaly of design parameters and IxopeM Incorporate this design into the ovens Dueling designBracing Idicated Is to prevent bucldbrg of Individual trees web andfor ctrord member onty. Additional temporary and permanentbnri glow Is always requiredforstabilityandtoprovencompswithpossiblepononalInjuryandproperlydamage. For general gulden regarderp the labrkalbn, storage, dsitvsry, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSBJ9 and SCSI Building Component 6904 Park* East Blvd. Safety Information available hem Trans Plate Institute. 218 N. Lee Sleet, Suite 312. Alexandria, VA 22314 Tamps, FL 365% Job Truss Truss Type Oty Py T7263616e Te027s FOS Floor 1 1 wooer. reeraourw. ramps. rein .wry.rArwe a,a000 41-8 H I 1-4-o i ID:0837CakNCJU5ySDiOmCDdnydllm Aec5AAs6i6bugEEMvOp51(2k3AIN1y4D_OAwkGeyDHbl I 1-11-0 10 1.3.0 i Scale =1:20.3 3x4 = 3x4 = 3x4 = 154 II 1 5X3 11 44 = 3,0 II 06 II 2 3 4 5 8 7 8 9 10 3x4 = 3x4 = 30 = 30 = 44 = 44 = 1.54 II LOADING (PSI) SPACING- 2.0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,87 Vert(LL) 0.19 14-15 >887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.29 14-15 >588 240 BCLL 0.0 Rep Stress Ina YES WB 0.46 Horz(TL) 0.03 10 We n/a BCDL 5.0 Code FSC2014frP12007 Matrix) Weight: 84 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except B-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP WA (flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3(flat) REACTIONS. (Ib/size) 10=788/0-3.8, 17=788/0-7-4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1105/0, 3.4=1718/0, 4-5=1673/0, 5.6=1673/0, 6-7-1673/0, 7-8=653/0, 8-9 =660/0, 9.10=653/0 BOT CHORD 16.17=0/667, 15.16=0H529, 14-15=0/1840, 13-14=D/1673, 12-13=0/1139 WEBS 10.12=01959, 2-17--994/0, 2-16=0/670, 3-16=-647/0, 3-15=0/290, 4-14=361H32, 7-12-724/0, 7-13=0/846, 6-13= 444/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WA(OONO . varlly design parameters and READ NOTES ON TWS AND INCLUDED ae7EK REFERENCE PAGE M7477 rev. faOLSW 5 BEFORE USE. Design vald for use only with MrF*W conrectws. This design Is based only upon parameters shown. and Is for an individual bulmng componam. nci a Was system. Before use, the building designer must verily the spplkablay of design parameters and property Incorporate this design Into the overall ME! bubdbng design. Bracing indicated isto prsven bucking of Individual togs web and/or chord members only. AddNlonal temporary and permanent brace g is always required for stability and to prevent collapse with possible personal I*ry and property damage. For general guidance regarding the fabrication• storage, delivery. section and bracing of trusses and teas systems, we ANSVrPl1 Quality Cdtw%, VS949 and BCSI Building Competem 6906 ParMe East Blvd. slay Information available hen Truss Plate bgthule. 218 N. Les Street, Sine 312, Alexandria. VA 22314 Tamps, FL 36010 Job Truss Truss Type Oty Ply T12536169lJob IT80270FOBFloor11 Reference footionall wmoms rnnbaace, r amps, rum x;ny, rronoa WDne a1-8 H 1 1+0 r.wu s AW 1e Let f Mr l Ox rnousares. Inc. rn U8C e1 1 f.U*.ee Let r rape 1 ID:OB37CakNCJUSySDiOmCDdnydllm-AecSAAs66buqEEMvOp5K2klflPrj OAwkGeyDHbf 1 Sx3 11 4 5 6 B 125.7 1.54 II 1 Sx3 = 7 6 Y I Iai Ia\ Y I Y 1 1 7 [7 i II Y N, 1 5x3 I1 3x0 = 1a1a1z 1a1a1z 1 Plate Offsets (X.Y)- WO-1-B.Edge1.112:0-1-8.Edoe1 LOADING (psf) SPACING- 2-" CSI. DEFL. In (hoc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Verl(LL) -0.23 12-13 >749 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.35 12-13 >505 240 BCLL 0.0 Rep Stress Ina YES WB 0,34 HOR(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82 lb FT = 20%F. 11%E LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0-7-4, 15-802/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1128M. 3-4-1770/0, 4-5=174010, 5.6=-1740/0, 6-7=1154/0 BOT CHORD 14-15=01679, 13-14=0/1567, 12-13=011891, 11-12=0/1740, 10-11=0/1740, 9-10=0/682 WEBS 2-15-1011/0, 2-14=0/687, 3-14=-671/0. 3-13=0/d10, 4-12-343/153, 7-9=989/0, 7-10=0/722, 6-10=-872/0, 6-11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - VoOy daalpn parameters and READ NOTES ON TINS AND INCLUDED AOTEK REFERENCE PAGE SOF747S rev 100=015 BEFORE USE. Design valid for use only with MRek* connectors. This design Is based only upon parameters shown, and Is l r an individual building component, not a Was "am. Before use, the building designer must verty the applicability of design parameters and property incorporate this design Into the overall buhdthg design. Bracing Indicated is to prevent budding of individual buss web and/or chord members a*. Aciddional temporary and permanent 0 A is stwsys repuhed for dabAdy and to provam collapse wkh pmWblo pw=W Injury and poopmly damage. For gonersl guidance regardhp the Is fabrication, storage, delivery, erection and bracing of trusses and tons systems, am ANSVrPH Quality CAterli , DS049 and SCSI Building Component 6904 {arks East Blvd. Salary information avalleole from Truss Plate Inathute, 218 N the SUeet, Subs 31Z Alexandria, VA 223U. Tamps, FL 36010 Job Truss Truss Type Oty Py T12836190 TBM7e F07 Floor Girder 1 1 Builders FlydSorace. Tampa. Plard COY. Florida 33566 r imw a AW w mr r Mr i ea mousores, inc. rn uec ur r r w:w cvr r rope r 5 ID:0837CakNCJU5ySDiOmCDdnyd11 m-egAUOWlrrPjISOPYSSLKtGGNDhopSry7EgfHo4yDHbe lowi1-4.0 i 1 30 11 2 3 30 = 4 3.4 11 Sale = 1:10.0 US = US = LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Vden Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 028 Vert(LL) -0.01 7-8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.17 Horz(rL) 0.00 5 We We BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 27 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flet) TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purling, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=569/Meohanical, 5=494/0-3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=01539 WEBS 2-8=708M,3.5=70810 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Seml-rigid pitchbreaks with foxed heels" Member end fixity model was used in the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: "-10, 14-100 Concentrated Loads (lb) Vert: 2=88 QWMWMG - Verily design parionwe s and READ NOTES ON TIOS AND INCLUDED dBTEK REFERENCE PAGE UP-7472 rev. I&VV r5 BEFORE USE. Design valid for use only with Wake, 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 verty the apocabdIty of deep parameters and properly, incorporate this design Into the overall building design. Bradnp Indicated is to r>tevem budding of Individual truss web and/or chord membars ondy. Addllonul temporary and permanent bacNp Is always required for stability and to prsverd collapse with possible personal Injury and property damage. For general guidance regarding the febrlc lion, storage, delivery. erection and bracing of trusess and truss systems, am ANSMII Quality Cdtorla, DS849 and SCSI Building Componanl 6904 Parts Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Awxandda. VA 22314. Temps. FL 36610 Job Truss Truss Type Oty Ply Tt283B191 TOM78 FOB GABLE t 1 curio.. FksC rw, Tarp.. rw i Cry, Fwr coaoo o+v ro a r mr arc rrrwsurea, mc. Fri we Oi r r.w.ua Nr r raps r ID:0837CakNCJU5ySDiOmCDdnydi 1 m-egAUOWrrPilSOpYSSLKIGGOKhuySk57EgiHo4yDHbe 0-A8 0148 Scale = 1:25.5 1 2 3 4 29 27 28 25 24 23 5 6 7 8 9 10 22 21 20 19 1e 17 11 12 13 30 29 16 75 14 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vde9 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 76 Ile FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 15-6-6. lb) - Max Grav All reactions 250 lb or less st)oint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18. 17, 16. 15 FORCES. (lb) - Max CompJMex. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1.4-0 oc. 5) "Semi -rigid pltchbreaks with fixed heels" Member end laxity model was used in the analysis and design of this truss. 6) Recommend US strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Vanity deslpn parameters and READ NOTES ON TWS AND INCLUDED WYEK REFERENCE PAGE aD67473 raw. IAVY 15 BEFORE USE. Design valid for use only with MIT8100 connectors. This design Is based only upon parameters shown, and Is for an Individual building ca. *mnen, not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated le to prevent budding of IndWual Was web andlor cord members only. Additional temporary and pomanent bracing FffIsalwaysroqubedforslabDlyandtopreventcollapsewithpossiblepersons!mInjuryendpropertydaage. Fa generate guidance regardYp the labricatlon. storage, delivery. erection and bracing of trusses and truss systems. ore ANSV" Quality Criteria. DSBis and BCSI Building Component 8004 PaAe Fast Blvd safety Information available from Truss Plata Institute. 218 N. Lee Street. Subs 312. Alexandria. VA 22314. Tamps. FL 36010 Job Truss Truss Type Dry Py T1283811# TOWS F09 Floor 5 1 Wu oars FusFSar . ramps. rum %.fry, runoa -- 0.1-8 H 1 14-0 i ID.0837CakNCJUSySDiOmC Ddnydl 1 m-71 ksbsuNEjrc3XOlOWOTpPa578BSOHTUPgKWyDHbd 1 e Side = 1:26.9 1,54 I I 1.SX3 I I 1 51f3 = 1 5x3 = 1.54 = 1,54 II 1.Sx3 II 1.54 = 1 2 3 4 21 5 0 7 8 9 Ir Lei I Ir 11 jai jai I Y 11 II WTA WA M/ its- _ 20 19 Plate Offsets (X Y)- 113-0-1-8 Ednel 114:0-1-8 Edael LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Vden Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.82 Vert(LL) -0.16 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014IfPI2007 Matrix) Weight: 86 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 oc purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(0at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 16-834/0-74.10=834/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1177/0, 3-4=1979/0, 4-21=197910, 5-21=1979/0. 5-6=-1979/0, 6-7=1868/0, 7-8=1189/0 BOT CHORD 15.16=0f713, 14-15=Q/1636, 1314=0/1979, 12-13=0/2038, 11-12=011649. 10.11=0/709 WEBS 2-16=1062/0, 2-15=Of709, 3-15=702/0, 3-14=0/648, 4-14=342/0, 8-10=1056/0, 8-11 =Of734, 7-11=703/0, 7-12=0/335, 6-12=261/0, 6-13=281/244 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) "Semi -rigid pitchbreaks with fired 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 wells at their outer ends or restrained by other means. 5) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." QWAMONO - Vartly dogirn parameters and READ NOTES ON TMS AND INCLUDED AUTEK REFERENCE PAGE ABL7I77 nrv. 10110"015 BEFORE USE. peelers vaW nor use"wtlh MrTok*con.ectim This design Is based only upon parameters shown, and Is nor an individual building component, not a truss system. Before use. the buitdbng designer must verity the applPsbaly of design parameters and property Incorporate this design Into the overall vwayss required for aab8lo0yyan 0 to to Prevent possible personal I*ry and property damage For enerof Inrilvidual truss wet) andfor Chord Members only il gu and ardi g Ins k1w fabrication, storage, delivery, erection and bracing of trusses and truss systems. we ANSVrPH Quality Criteria, DS849 and SCSI Building Component 6904 Pane East BWd. Safety Informadon awllable from Trans Plate Inslitule, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type city Ply T12836193lJob IT80278FloFloor11 Reference (optional) arw..... .W. ,. .. ..—y,.wr4. a 1.8 H 1 14-0 l Sx3 I I 1 5x3 = 1.Sx3 = 1 2 18 17 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-71 ksbsuNElrc3XOIOpsZQTpPo5OwB6eHTUPgKWyDHbd 1.SX3 II 1.5X3 II 3 4 5 e We - 1:26.3 1.5x3 II 1 5x3 = 7 8 9 rr w l,1=11-11atYae w win Vr4A\166 r4&16 rjA\WA\166F.4&!\.h 16= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.15 12-13 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) 0.22 12-13 822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a nla BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 85 Ile FT - 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6 0 oc purlins, except BOT CHORD 2x4 SP No.2(fW) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or ID-0-0oc bracing, Except 2- 2-0 oc bracing: 12-13. REACTIONS. ( lb/size) 10=814/0-3-0, 16=820/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1154/0, 3-4-1920/0, 4-5-1920/0, "1920/0, 6.7-1827/0, 7-8=1186/0 BOT CHORD 15-16=0f700, 14-15-0/1599, 13.14=0/1920, 12-13=0/1979, 11-12=011627, 10-11=0/723 WEBS 2-16=1044/0, 2-15=0/693, 3.15=681I0, 3-14= 0/616, 4-14-328/0, 8-10=1050/0, 8-11=01708, 7-11= 674/0, 7- 12--0/305, 6-12=264/0, 6-13=331/255 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) " SemFrigid pRchbreaks with fixed heels" Member and 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 Bred truss backwards. 6) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING - Verey dealgn Oaemeters and READ NOTES ON TINS AND INCLUDED WTEK REFERENCE PAGE X&T473 rev. 1ae340/8 BEFORE USE. Design valid for we only with Mrr*W connecter,. This design is based only upon parameters shwom. and Is for an individual buedrp component, rKa a Was "am Betas use. the building designer must verify the epplkablgly, of design parameters and prspe IT Inwporsle We design Into the overact ME buedingdssgn. Brscbrg Indicated isto preverd bucgbrg of Individual bus web andfar dxn membersordy AddillorW temporary, and pemranad brecing is away, required for slabOy and to provers collapse with posslMe persaral injury and pmpwV damage For genersl guldens regardbp Ur rabrlcallon, storage, delivery. erection and bracing of trusses and truss systems, we ANSVTPII Dually Cfterta, DSBaf and SCSI Building Component 6804 Parke Etal Blvd Safety Information available from Truss Plate InslNuls, 218 N Lee Street, Sucre 312, Alexamdris, VA 22314. Tampa, FL 36010 Job Truss Truss Type Qy Py T12636194 TB8278 Fll Fkwr Girder 1 1 Wsaam rulabource. r ampa, r'rare LAY, rrorwa JJJOO 0.1-0 H 1 1.4.0 I 15x3 I I 1.SrG1 = 15x3 = 3, _ 1 2 ID:0837CakNCJU5ySDiOmCDdnydl l m-bDIEpCu771 zThhzxaW NoyhMX7VL8wXeQiWOWDHbe 3n0 = 1.5x3 II 1.54 II 3x4 = 30 = 3 4 5 6 7 4X8 8 We = 1:26.3 r.w w rn rras w ---- w win 1 1 VA 4 IRMA '. 3x4 = 3x6 = 30 = Us = 3x4 = 4n9 = 3,6 = 152.12 152-12 Plate Offsets (X Y)— 113:0-1.8.Edgel.114:0-1-0.Edoel LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Inc NO WS 0.48 HOrz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FSC2014/rP12007 Matrix) Weight: 85 Ill FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No l(fW) TOP CHORD Structural wood sheathing direly applied or 5-4-6 oc purfins, except BOT CHORD 2x4 SP No.l(ftM) end verticals. WEBS 20 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 10=1039/0.3.8, 16=90SM-7-4 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1299/0, 3-4=227410, 4-5=227410. 5.6=2274/0, 6-7-2358/0, 7-8=1590/0 BOT CHORD 1'516=O 777, 14-15=0/1827, 13-14=0/2274, 12-13=0/2422, 11-12=0/2227, 10-11=0/935 WEBS 2-16=1158/0, 2-15=0/797, 3-15=807/0, 3-14=0/805. 4-14=-419/0, 8-10=1358/0, 8-11=0H001, 7-11-974/0, 6-13=539/0. 5.13-20aW NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Seml-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 Ill down at 11-3-4 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) sedan, bads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead a Floor Live (balanced): Lumber Increase=1.00, Plate Increases: 1.00 Uniform Loads (pip Vert: 10-16=10, 1-9=100 Concentrated Loads (lb) Vert: 7=311(B) 0 WARMNO - Verily design p rameters and READ NOTES ON TrOS AND INCLUDED WYEK REFERENCE PAGE 111I9-747S rev. 169N 15 BEFORE USE. Design valid for use only with Waldo connectors. This design Is based ady, upon paramslm shown. and Is for an Indhldust building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall IlabuildingdesignBracingIndicatedAtopreverdbucMVofIndividualbassweband/or chord members only. Additional temporary and permanent bracing Is always required for stability and to proves collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage. delivery. eledbnn and bracing of basses and truss systems. no ANSVTPH Quality Criteria, OSS49 and SCSI Building Component 668s Perte Fast Blvd. Bally hnfomutlon avalbble Ban Tnos Plate Institute, 218 N Lee Steel. Suite 312. AkrendM. VA 22314 Tampa, FL 36810 Job Truss Truss Type Oty Py T1283B195 TSM7e F12 Floor 1 1 fora. rrreraw.m,,-W.. r--.y..wo..ioo.. 0. 1-8 H i 140 j 7 8 1 SX3 II 1 5x3 = 1. 54 = t 3x4 = rury - V. i ID: 0837CakNCJUSySDiOmCDdnydl 1 m-0DIEpCu7/1 zThhzxaWNoyhMbIVRLw2pQi8801yyDHbc I 1-a0 I I--Q_i D-4.01 1-30 Scale = 1:19.9 3x4 = 3x4 = 1.Sx3 II 1.54 II 4z8 = 3A II 3idd II 2 3 4 5 6 7 8 9 11- 1-0 Plate Offsets (X.Y)— f12:0.1-6.Edg,.113:0-1-6.Edoe1 LOADING ( psl) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight: 67Ib FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6 0 oc purtins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 9=596/0-3-8, 15=596/0-7-4 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-774/0, 3-4=999/0, 4-5=999M. 5-6=999/0, 6-7=-463M. 7-6=490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14-0/1005, 12-13=0/999. 11-12=0/803 WEBS 9-11-0/710, 2-15 =744/0, 2-14=0/421, 3-14-353/0, 6-11=-477/0, 6-12=0/549, 5.12=384/0 NOTES- ( 6) 1) Unbalanced floor live bads have been considered for this design. 2) " Semi -rigid pttchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6) - This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Verify design perarnerers and READ NOTES ON TN/S AND INCLUDED WMX REFERENCE PAGE atS-7R3 rev 180Mf5 BEFORE USE. Design vaN for use only with INTeke connectors. This design Is based only upon parameters shown, and Is for an individual building mmponerd, not a truss "am Before use, the building designer must verify the applicability of design parameters and properly inwrporats this design Into the overall bugdng design. Bracing indicated Is to prevent budding of Individual tons web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to pievem coUWw wtlh possible personal injury and progeny, damage. For general guidance regarding the IS fabrication, stage, degvery, erection and bract of Wien end tow systems. ass ANSVrPIt Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Bind. Safety information evallable from Taw Plate IntlknAe, 218 N. Lee Street. Suite 31Z Alaundrla, VA 22314. Temps, FL 36010 Job Truss Truss Type Oy Ply T126MIOS TB02T6 F13 Floor Girder 1 1 Builders FirstSorace, Tempe, Plant City, Florida 33586 7.640 t Aug 16 2017 Wait Irmisirles, Inc. Fn meet Of 17:0e.12 20W rape 1 ID 0837CakNCJU5ySDiOmCDdnydl lm-3PscOXvdmK5KJM8EulVuuunvtTf2HawouxPPyDHbb 1,4.0 3x41513i 1 3.4 II 2 3 3x4 = 4 3.4 II Sole = 1:10 0 310 = 3XS = 3S3 Plate Offsets (X 1n- Il Edoe 0.1-81 12:0-1-6 Edgel 13:0-1-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.19 Vert(LL) -0.00 7-8 >999 360 MT20 244119D TCDL 10.0 Lumber DOL 1.00 SC 0.21 Vert(rL) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.13 Holz(TL) 0.00 5 Na n/a BCDL 5.0 Code FBC2014ITPI2007 Matrix) Weight: 26 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 3-5-3 oc purlins, except SOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=437/Mechanksl, 5=412/0.3-6 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=416/0 BOT CHORD 7-8=0/416, 6-7-0/416, 5-6=0/416 WEBS 2-8=546/0, 3-5=546I0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 310d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced), Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: "-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=496 O WARMNO • Wrly design Puenaters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 11111-74T3 rev. fae3R015 BEFORE USE. Design valid for use any with MiTeW connectors. This design Is based only upon parameters sham, and is for an Individual butldblg component, not a cuss system. Before use. the building designer must very the applicabilly of design parameters and property Incorporate this design Into On overall building design. Bracing Indicated Is to prevmd bucl ft of Individual truss web andfor chord members ordy. Additional temporary and permanent' ' g . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Is fabrication. storage, delivery, erection and bracing of cusses and trust system*, ace ANSIRPII Quality Criteria, DS949 and SCSI Building Compon $904 Ps" East Shed Safety Information available from Truss Pale Institute. 218 N. Lee Street, Suite 312. Aalondra, VA 22314 Tampa, FL 36010 Job Truss Truss Type Oy Ply T126MI97 TS0278 F14 Floor 5 1 furrows rusuwrce, narnpa. ram %Ay, rrunw aoaoo o•1.8 H 1 1-4-0 I I.WV elVlg IONrI riff rage r ID:0837CakNCJU5ySDiOmCDdnydl/m-3PscOXvdmKSKJrY78Eu1VuuoyvjZllZawouxPPyDHbb SEals = 1:19 6 1.51CJ 11 1 SX3 = 1 SX3 II 1.54 = 1,54 11 1.54 = 1 2 3 4 5 6 7 3x8 = 11 14.2 11112Plate Offsets (X.Y)— 15 0.1-B.Edoel. 111:0.1-B.Edoel LOADING ( psf) SPACING- 2-" CSI. DEFL. In (hoc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.11 11-12 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.0D BC 085 Vert(TL) 0.15 11-12 >666 240 BCLL 0.0 Rep Stress Ina YES WB 0.24 HOrz(TL) 0.02 8 nla n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) Weight: 65lb FT = 20%F. 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Oat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing REACTIONS. ( lb/size) 8=60310-3-8, 13=61010-74 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3s799/0, 3.4-1046/0, 4-5=1046/D. 5-6=-834/0 BOT CHORD 12-13=-0/512, 11-12=0I1039, 10-11=0/1046, 9-10=0/1046, 8-9=0/503 WEBS 2-13=763/0. 2-12= 01439, 3-12-367/D, 6-8=729/0, 6-9=0/506, 5.9=536/0 NOTES- ( 6) 1) Unbalanced floor live bads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) " Semk4ld pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Verily design parameters end READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PAGE 11110-7477 rev. 10eNM5 BEFORE USE. Design valid for use only with Mrr*W connectors. This design Is tend only upon parameters sham, and Is for an Individual binding componam, nol a buss system. Before use. the building designer must vert y the applicability of design parameters and properly Incorporate this design Into the overall raw buildingdesign. Bracing IndiuleO Is to prevent buckling of IndMdual thee web grow chord membersonly AddWonal temporary and permanent bracing Is always required for stablly and to prevent collapse with possible personal Injury and property damage For ganenl guldgnce regarding the labrlcallon, storage, delivery. erection and bracing of trusses and truss systems, we ANSVTP" Quality criterle. DSB-69 and SCSI Building Component 6904 Poke East Blvd. Safety Intonnation available born Tnm Piste Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply T12636198 TBO278 F15 Floor 10 1 Liumors rrrs 4ouroo, ramp$, r•rare .rry. rwnoa aaaoo a1•e H I 1.4.0 I 7 8 3,4 = ID:0837CakNCJUSySDiOmCDrknyydllm-XbO_6NW.DBv/7M. G16Rx5J7jOSHj9SdVxryDHba i 1.9-4 ; F-0-8,0—i gj3.61 1.3.0 ; Scale - 1:19.9 3x4 = 3x4 = 1.54 II 1.54 II 4x8 = 3x8 I I 3.6 11 2 3 4 5 6 7 8 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.08 13-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) 0.12 13-14 >999 240 BCLL 0.0 Rep Stress Ina YES WB 034 Horz(TL) 0.02 9 nla n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 67 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(flet) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 9=597/0.3-8, 15=597/0-7-4 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-776/0, 3.4-1003/0, 4-5-1003/0, 5.6=1003/0, 6-7=-48510, 7-8=493/0, 8-9=-485/0 BOT CHORD 14-15=0/500, 1314=0/1008, 12-13=0/1003, 11-12=0/805 WEBS 9.11=0/713, 2-15-745/0, 2-14=0/422, 3-14-355/0, 6.11=-477/0, 6-12=0/554, 5-12-388/0 NOTES- (6) 1) Unbalanced floor lire loads have been considered for this design. 2) "Semi -rigid pftchbreaks 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. Strongbacka to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 5001n. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Vorey design parameters and READ NOTES ON THIS AND INCLUDED AFTEK REFERENCE PAGE 1111111674741 rev. 1801apf5 BEFORE USE. Design valid for use only with MrreW connector$. This design Is based only upon parameters Mown, and is for an btdlAclual building component, not a truss system Before use, the building designer must very the applicability of design ponsmaters and property Incorpanda, this design Into the overall building design Ned Indicated is to provem bucftg of Individual tops web andlor chord members only. Adddiorad temporary and pemunsm' -1 g to always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 9 Iabrica ton, storage. delivery, aretlbn and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, D5049 and SCSI Building Component 6004 Poft Fast Blvd. Safety information available Dom Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 38610 Job Truss Truss Type Oty Fy T72838198LbRafanincel,g6onsill TOM78 Fla Floor 1 1 Builders FlrstSowas, Tempe, Wand City. Florida 33.566 5 4 0.1-8 H I 1.4.0 I 7 840 a Aug 16 2017 MITek Industries, Inc. Fri Dec 01 17.05.13 2017 Page 1 ID.0837CakNCJUSySDiOmCDdnydlIm-XbG_DtwFXeDBW77KhxPG16R kJ7W000j9SdVxryDHba Srale' = 5:18.9 11.54 II 1.54 = 1.54 = 3x4 = 4Xe = 1.Sx3 II 4x8 = 3x4 = 1 2 3 4 5 30 — 6 7 3,4 = 4x8 = 4)0 = 4a8 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina NO Code FBC2014/TPI20D7 CSI. TC 0.57 SC 0.61 WB 0.59 Mat bo DEFL. in (loc) Well Ud Vert(LL) -0.06 /0 >999 360 Vert(TL) -0.12 10 >547 240 Holz(fL) 0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6 0 cc purlins, except BOT CHORD 20 SP M 31(IW) end verticals. WEBS 20 SP No.3(IW) BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. REACTIONS. All bearings 0-4-0 except (jt=length) 12=5.6-9, 11=5-6-9, 8=Mechanical. Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 11-128(LC 4) Max Grav All reactions 250 lb or less at joints) except 13=978(LC 1). 13-978(LC 1), 12=1859(LC 1), 11=581(LC 7), 8=1897(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-670/0, 3-4=245710, 4-5=245710, 5-6=220610 BOT CHORD 12-13=0/738, 11-12=0/1864, 10.11=012457, 9-10=0/2457, 8-9=0/1578 WEBS 2-13-1099/0, 2-12-6291108. 3-12-209310, 3-11=0/1231.4-11-72310, 5-9=588/0, 5-10-267/0, 6-8=2296/0, 6-9=0/960 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 11. 4) Load case(s) 1, 2, 3, 4, S. 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fait' model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8.13=10, 1-7-450 2) Dead, Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads (pit) Vert: 8.13=10, 1-7-450 3) let Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8.13=10, 1-4-450, 4-7-188 Continued on peas 2 O WARNING - Vmey design parameters and READ NOTES ON TFOS AND INCLUDED WTEK REFERENCE PA E 11111167478 rev IOOM15 BEFORE USE. Design valid for use only with WOW connectors. This design is based only upon parameters shown, and Is for an Individual building co *am , not a Miss "am. Before use. the building designer rmst verity the applicability of deslpn parameters and property incorporate this design We the overall buk*q design BnKft Indicated! Is to prevent bucldkq of Individual buss web and/or chord members only. Adddlenel temporary and pennarom bracing Is slways required for stability and to prevent collapse with possible personal In)ury and property damage. For general guidance regarding the FW fabricatlem storage. delivery. erection and bracing of busses and Miss systems. we ANSVFWI Quality Criteria. OSB-89 and BCSI Building component 6904 Parke East Blvd. Safety Information available from Tnua Plate Institute, 218 N. Les Street, Subs 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Type Qy PlyT12B3B1B9lJobTBM78ITrussF18Floor11 Reference footionall Bulldenl Fi stSoUrCe. Tampa. PWd city. Florida 33588 r.e a ruq rs "If ran a ah nwusmee. M. •n — yr r r w ra —r r .ee < ID:0B37CakNCJU5ySDiQmCDdnydllm-XbO DAvFXeDBw?7KhxPG16R kJ7W000)9SdVxryDHba LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plq Vert: 8-13=10, 1-4=168, 4-7=-450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8.13=10, 1-4-450, 4-7=188 6) 4th unbalanced Dead, Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=10, 1-4-188, 4-7=-450 7) tst chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pill Vert: 8-13=10, 1-5=450, 5-7=168 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8.13=10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 8-13=10, 1-5=-450, 5-7=188 10) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pU) Vert: 8-13=10, 1-7=-450 O WARNING • Vw*y design parameters and READ NOTES ON T10S AND INCLUDED AFTER REFERENCE PAGE 1110IL7473 rov. 1aN3I2018 BEFORE USE. Deso valid for uss ordy with tArTelsa corsodas This design Is based only upon parameters slow.. and 4 or an IndNldual building Cal Vot snl. not a buts "dam. Before use, the building desgner must verily the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prowm buckling of Individual buss web andfor lord members only AddEbnal temporary and pelmenenl bmchg Is sways required for stability and to provem collapse with po--Iw personal Injury and property damage. For general guidance regarding the Is febrlatlon, doregs, Eslrvery, creation and bracing of thaws, and buss systems, sea ANSUTPN Quality CAterts, OS049 and SCSI Building Component 6904 Parke Fad Blvd Barely Information avellabb from Truss Plate Instillas. 218 N. Lee Street, Suite 312. Abauroris. VA 22314 Tamps. FL 36810 Job Truss Truss Type Oty Ply l T12838200LbTSM78FG1FINGirder1 2 Ref., .Otiongn twnoers r•uasourca. Ion", wm cay. rwrws a4wo r.o4u a Aug 10 zut r annex industries, me. vn Nac u1 1 r.ue.la zu1 r vage 1 ID 0837CakNCJU5ySDiOmCDdnydl lm-T YI*ZxV3FUuAJGipMSk6XWGL6oXaF10dm6bOkyDHbY 1 2aa I eta I 7aa I o.17a I W I 14.11-12 oats I 2d2.2 ]Il tao, 2a2 25-0 2-5-0 2.5-0 2•SO 2.7-3 2-7J 2.7J 0•a-0 8x14 MT20HS = 20 11 20 I I 5x8 = 20 I I 602 MT20HS VNB = 1 402 = 2 3 4 5 g 7 Scale - 1:36 2 US = 5x12 = 2x4 II 30 II a 9 10 11 22 23 -. 24 __ 25 26 - 27 18 28 29 30 16 31 32 _ 33 34 35 13 4xe II 7x10 = US II Sx12 5x6 = 2x4 II 5x12 = 2x4 II 7x10 = 3xA II 2x4 II 20.10.0 zee 23-0 25-0 2d0 23-0 2.7J 2.7J 2.7-3 04 LOADING (psi) SPACING- 24)-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.64 Vert(TL) 023 19-20 >626 180 MT20HS 167/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 HOIz(TL) 002 16 n/a n/a BCDL 10.0 Code FBC20147TP12007 Matrix) Weight: 238 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purling, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except: 1- 21,3-21,3-19,5-19.5-16,8-16,8-14.10.14: 2x4 SP No.1 6-" oc bracing: 15-16,14-15. OTHERS 2x4 SP No.3 REACTIONS. ( lb/sae) 22=1269/0.8-1, 16=3763/0-4-0 (req.0-4-7), 13=952/0-5-10 Max Uplift22-122(LC 4), 16=296(LC 4), 13=70(LC 4) Max Grev22=3459(LC 14), 16=10711(LC 14). 13-2036(LC 14) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-22-2916/120, 1-2-71461209, 2-3=7146/209, 3-4=79031229, 4-5-7903/229. 5. 6=202/7132, 6-7=20217132, 7-8-20217132. 8-9=3096/60, 9-10-3096/60, 1D- 11=32177, 11-12-33812 BOT CHORD 22-23=17/393, 2 1 -23-17/393. 21-24=298/10113, 20-24=296/10113, 20-25=296/10113. 25- 26-296/10113,19-26=296110113,19-27=-48/1407.IS- 27= 48/1407. 18- 28=48/1407,17-28=-48/1407,17-29=-WI407,29-30= 48/1407,16.30= 48/1407. 16- 31-672129, 31-32=-672/29, 15-32=-672129, 15.33-672129. 33-34=672/29, 14- 34=672/29, 14-35=7/321, 13-35=7/321, 12-13=7/321 WEBS 1-21=207/7289, 3-21=3231195. 3-20=0/2090, 3-19=24OV73, 5-19-197/7074, 5. 17=14/1006. 5-16-9297/272, 7-16=519/96, 8-16=6959/186, 8-15=11/1196, 8. 14=96/4059, 10-14=57/2990, 10-13=-863/91 NOTES- ( 14) 1) 2-ply truss to be connected together with 10d (0 131"k3) nails as follows: Top chords connected as follows: 20 - 1 row at 0-7-0 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 0 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: Vu11=140mph (3-second gust) Vesd-108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25fl; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS ( envelope); Lumber DOL=1.W plate grip DOL=1 60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Continued on Dane 2 0 WARNING • VerW daarga peramet. and READ NOTES ON 700S AND INCLUDED a9TEK REFERENCE PAGE 11110-74T7 rov. 1009N 0f6 BEFORE USE. Design valid for use only with MRek& connectors. This design is based only upon parameters shown. and Is for an Individual building componsnl, not a truss system. Before use, the buldbq designer must verily the appllcsWilty, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent btcklirq of Individual truss web andfor chord members only. Additional temporary and permanent bracitng Is always required for debility and to prevent Col" with possible pereared Injury and property damage For general guidance regarding the IS fabrication, storage, delivery, at , 1, l and bracing of 4usws and truss systems, we ANSV" Quality Criteria, DSB49 and BC81 Building component 6904 Parts East Blvd 8aley Information avallable hem Truss plate Institute, 210 N. Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply T12838200 TSM78 FG1 Flat Girder 1 e poem rWrrmmail. n amps. nrom limy, moron araoo r. r..ry —". r m.. vn n.w.w.w. ID:0637CakNCJUSySDiOmCDdnydl l m-T_YIeZxV3FUuAJGipMSk6XWGL6oXsF10dm6bOkyDHbY NOTES- (14) 6) Concentrated bads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; 04 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Intemaq Left; 07 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; 99 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind Pos. Internal) 4th Parallel; 912 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; 018 Dead + 0.75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); 019 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Lire (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ifd) 2nd Parallel). 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads. 8) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will M between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 16 greater than Input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122Ill uplift at joint 22, 296 lb uplift at joint 16 and 70lb uplift a1 joint 13. 12) 'Sem"Id pitchbreeks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 Ili down at 18-8-13, and 86 ID up at 18.8-13 on bottom chord. The designlselection of such connection devloe(s) Is the responsibility of others. 14) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11-70, 12-22-20 Concentrated Loads (lb) Vert: 19-143 16=253 15-143 23-396 24-396 25-143 26-253 27-253 28=143 29-253 30-143 31-143 32 =253 33=-253 34-143 35= 823(B=794) 0 WARNING - Vaey daslgn parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE CAGE UN-7473 rev 140=15 BEFORE USE. Design valid for use only with MITa1® connectors This design Is Weed only upon parameters shown. and Is for an Individual building component, not a Wu system. Before use, the buitdbV designer must vedy the applicability of design parameters and propsdy Incorporate this design Into the overall building design. Bracing Indicated is to prevent buCldhg of Individual teas web andlor Mold members only. Additional temporary and permanent broctng is was" required for slablily and to prevent collapse with posdbia personal Injury and property damage. For general puklanve rep rung Ilne taMWlon, Owns. delivery. erection and brad" of trusty and truss systems, we ANSVTPN Quality CAtwU, DU49 and SCSI Building Component 6904 Pant East Bind. Salary Information avallabb hom Truss Plats Inslitae, 210 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T12838201lJobTBM78HTADbgonaiHipGirder11 Reference loptionall eNders nitsWOurce, 1 amps, wm uny, rlerga 440M 7 eW a Mfg le 2u17 MRex Industries, mc. Fn Dec el i cm.15 zu17 paps 1 ID 0837CakNCJU5ySDn0mCDdnyd1lm-T Ybi7xV3FUUAJGipMSk6XVNU6p2sLROdm6bOkyDHbY 5.1.0 I 9.10.1 I 5.1.9 4$7 Scale-1:22.3 v A 2x4 = 2c4 11 4 3,4 = 51.3 4-8-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.54 Vert(rL) -0.11 5-6 >999 180 BCLL 00 ' Rep Stress Incr NO WB 0.43 HOR(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 39 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid riling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 1=445/0-4-3, 3=170/Mechanicat, 4-380/Mechankel Max Horz 1-147(LC 22) Max Uplift 1=96(LC 4), 3=108(LC 4). 4=107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7-925/234, 7-8=888/247, 2-8-829/232 BOT CHORD 1 -1 0=-330/832, 10-11 =330/832, 6-11 =330/832, 6-12=330/832, 5-12-330/832 WEBS 2-6=0/308, 2-5=903/358 NOTES- (9) 1) Wind: ASCE 7-10; VUft=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf; BCDL=5 Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 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 24)-0 wide will M 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 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107 lb uplift at joint 4. 6) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 98 lb up at 14-15. 21 lb down and 17 lb up at 1-4-15, 60 lb down and 64 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-1 S. and 100 lb down and 117 lb up at 7 14, and 95 lb down and 110 Ib up at 7-0-14 on top chord, and at 1-4-15, at 1-4-1 S. 15 lb down at 4-2-15. 12 lb down at 4-2-15, and 41 lb down at 7-0-14. and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-70, 1-4=-20 Concentrated Loads (lb) Vert: 7=42(8) 8=2(F) 9-131(F=72, B=59) 11= Oft 12=-40(F-20, B=20) AWARNING • Vanity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11411167473 rev. IMM015 BEFORE USE. Deep vaitd for use only with Welds condgps This design is based only upon parameters shown, and Is for an kndividual building compadt . not a thus "am. Before use, the bWM g designer must verily On applkabllly of design parameters and popery Incorporate this design Into the overall bubding design. erasing Indicated Is to prevent budding of Individual buss web andlor dws members only. Additional temporary and permamm erasing 11WIsalwaysrepliedforstabilityandtopeventcotlapsewithpose- a personal Injury and properly damage For gensmi guldne, regarding the labrkatbn. storage. delivery, erection and bracing of trusses and truss systems. we ANSVTPN Quality Criteria. DS049 and BCSI Building Component 6904 Parke East 81W. Safety Information available from Truss Plate Institute, 218 N. Lee Sir", Suite 312, AleaanMda, VA 22314. Tamps, FL 36610 Job Truss Truss Type Qty Ply T12635M TBO278 H7B Otago" Nip Glider 1 1 Job Reference (optional) BNpers FInb50uRe. Tempe. Plem Gly. FMMO 335M r.oev s lulu ro — r wu, eR rrwusu=ee, i—. rn uec v= r. , . 6 , 8gZclnID:0837CakNCJU5ySDIQMCDdnydl 1 M-xA57svySrvN3zzfk3WGN9Hboe9rQs9YAyDHbX 5-3.15 j 9-10.1 1.5.0 53-15 441.1 Scale - 1.21.1 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 100 Code FBC2014/TP12007 CSI. DEFL. in (loc) Well Ud TC 0.48 Vert(LL) 0.03 6-7 999 240 BC 0,54 Vert(TL) 0.12 6-7 984 180 WB 0.43 Horz(TL) 0.02 5 n/a n/a Matrix) 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) 4=158/Merhanical, 2=513/0-10-15, 5=339/Mechanical Max Horz 2-117(LC 22) Max Uplift4=-89(LC 4), 2=154(LC 4), 5=-66(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=10511218, 8-9=1030/230, 3-9=996/238 BOT CHORD 2-11-297/998, 11-12=297/998, 7-12-297/998, 7-13=297/998, 6-13=-297/998 WEBS 3-7=0/278, 3-0=1043/310 PLATES GRIP MT20 2441190 Weight: 40111 FT = 20% Structural wood sheathing directly applied or 5-8-1 oc purlins. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurcent 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 III between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 Ile uplift at joint 2 and 66 lb uplift at joint 5. 6) "Semirigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ile down and 110 Ile up at 1-4-15, 78 Ile down and 110 Ile up at 1-4-15, 42 lb down and 38 Ile up at 4-2-15, 42 Ile down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1-4-15. at 1-4-15, 12 Ile down at 4-2-15, 12 lb down at 4-2-1 S. and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-70, 2-5=20 Concentrated Loads (lb) Vert: 8-94(F=47, B=47) 10=97(F=-49, B=49) 13=36(F-18, B-18) 0 WARIONO - Verily design parameters and READ NOTES ON TN1S AND INCLUDED 1IOTEK REFERENCE PAGE 11ID-7477 rev. 100Mf5 BEFORE USE. Design valid ter use only with 1011709 connectors. This design Is based only upon parameters shown. and Is ON an IndNklual building component. not a Wes system. Balers use, the buldbp designer must verily go aWftb gy of design parameters and property Incorporate this deslgn Into tie overall bu9ding design. Bracing Indicated Is to prevent Mudding of bnsiNdual buss web andror chord members only Mddional temporary and permanent bracing Is always required for stability and to prevem collapse with possible personal Injury and property damage For general guidance regarding tde 0. labrlrlbn, storage, delivery, erection and bracing of trusses and Wes systems, ass ANSVTPN Quality Cr tw%, 03B-s9 and SCSI Building Componem 6904 Parke 6si Blvd. Safety Information available from Tens Plats Institute, 218 N Lee Street, Subs 31Z Abxondds, VA 22314. Tampa, FL 36810 Job Truss Truss Type Qty Ply 1 T12OW203lJob ITBO27eHApck-Open 4 1 Referenoe toptionall Bulklen FlmlSoume. Temps, Plant City, Florida 335M 7 640 a Aug 10 2017 Wok Industries. Inc. Fri Dee 01 17.05.17 2017 Pap 1 ID:0837CekNCJU5ySDiOmCDdnyd 11 m-PNfV3FzmbtkcPcOSwnUCCydcgwawKLZJ44bi4cyDHbW t -1.5.0 I 0-10-9 1 1-" 0.10-9 Scale - 161 34 = a1a9 0., ' Plate Offsets (X.Y)- 12:0-6-5.0.0-51 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.20 Vert(rL) 0.00 2 >999 180 BCLL 0.0 • Rep Stress Ina YES WS 0.00 Horz(TL) 0.00 n/a file BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 2=22810-4-9.4=51/Mechanical Max Horz 2-50(LC 8) Max Uplift 2 =167(LC 8), 4=51(LC 1) Max Grev 2=228(LC 1), 4=52(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=106mph; TCDL=4.2psf; BCDL=S.Opsf; h-25f1; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live bad noncomwrrerlt 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 M between the bottom chord and any other members. 4) Refer to girder(6) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 2 and 51 lb uplift at joint 4. 6) "Seml-rigid phc hbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNINO - VWVy dralgn penmetvs and READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PAGE AM747S tev. 109=15 BEFORE USE. Design valid for use only with ANT08, connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. arrears use, the building designer musi verily the appikabl9ly of design parameters and propsdy Incorporate this design Into Oro overall building design. 14 A n indicated Is to prevent bucNbp ofindividual base web andf r chard members only. Additional temporary and permanent I On Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the kw labicebn, storage. delivery, erection and bracing of lasses and truss "am*. sea ANSVrPl1 Quality Criteria. D3049 and SCSI Building Component $904 Parke East Bhd. Safety information avallebte from Truss Plate IrisWute, 210 N Lee SUM. Suits 312. Abxandrla. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Py T182W 283T80279 NJ) Diagonal No Girder 5 1 Bullders V mabource. larnpa, r om ury, nonce aims .—..—V 1. N,,,.,,,.. ,,,,,,,,,,q..- -...,. v. ,,-.,,.,.,, . V. ID: 0837CakNCJUSySDiOmCDdnydl l m-PNI VJFzmbtkePcOSwnUCCycgdwVeKF WJ44bi4cyDHbW 1. 5,0 i 5.1-6 I 9-10.1 1. sO 5.1-8 "7 Scale - 1:22.4 11 3x4 = 2x4 11 5 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCDL 15.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 ' Rep Stress Ina NO WS 0.39 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. ( lb/size) 4=170/Mechanical, 2=520/0.4-9. 5=353IMechanical Max Horz 2=176(LC 4) Max Uplift4=110(LC 4), 2=148(LC 4), 5=89(LC 8) 3x4 = DEFL. In (loc) Well Ud PLATES GRIP Vert( LL) -0.04 6.7 >999 240 MT20 244/190 Vert( TL) -0.11 6-7 >999 180 Horz( rL) 0.01 5 n/a n/a Weight: 42 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. FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-8=835/191, 8.9=767/210, 3.9=757/196 BOT CHORD 2-11=2787756, 11-12 =27OR56, 7-12-2787756, 7-13=27ORS6, 6-13 2278f756 WEBS 3-7=0/292, 3.6=-821/301 NOTES- ( 9) 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2ps1: BCDL=S.Opsl; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pill bottom chord live load nonooncurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will M 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 110 Ib uplift at joint 4, 148 lb uplift at joint 2 and 89 lb uplift at joint 5. 6) " Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 111 down and 104 Ib up at 1-4-15, 74 Ib down and 104 Ib up at 1-4-15. 44 lb down and 47 lb up at 4-2-15, 44 lb down and 47 Ib up at 4-2-15, and 95 Ib down and 110 lb up at 7-0-14, and 951b down and 110 Ib up at 7.0-14 on top chord, and at 1-4-15. at 1-4-15. 12 lb down at 4-2-15. 12 lb down at 4- 2-15, and 39 Ib down al 7.0-14, and 39 Ib down at 7-0-14 on bottom chord. The design/selection of such connection devlWs) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=70, 2-5=20 Concentrated Loads (lb) Vert: 8=89(F=45, B-45) 10=118(F=-69, B=59) 13=39(F=-20, B=20) AWARIENG - VWW design paronelors and READ NOTES ON TIES AND INCLUDED MTTEK REFERENCE PAGE M P74TS rev. 100=015 BEFORE USE. Design vWW for use any with Mack* connectors. This design Is based only upon parameters shown, and Is nor an hdNWual building wmponard. not a buss "am. Before use, the building designer must verly tie appenblily, of design parameters and properly k corpoFeW this design Into the overse building design. Brad Indicated is to prevent bWA" of individual bust web "or chord members only. Addblonal temporary and penmen bracing A always required for stability and to prevent collapse wish possible personal hdury and properly damage For general guidance regarding the Is tabrlcaeon, storage, delivery, erection and bracing of trusses and truss room . we ANSVTF41 Dually Criteria, DS849 and SCSI Building Component 6904 Pane Foal Blvd. Safety IMormaUon available from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria. VA 22314. Tamps. FL 36610 Job True a Truss Type Oy Py T12636MlJob ITOW78TotHalfNipGirder11 Reference (optional) Builders FirdSouid. Tampa. Plant City. FIdr10a 3355e 7 es0 s Aug 10 2017 MITelt IndustrMs, Int. Fri00C 01 17.05:10 2017 Page 1 ID-0837CekNCJUSySDiOmCDdnydiIrn-u DtHb OMAsTtmr'HUU7Rk98UKOT3deSJkLGc2yDHbV 1-0-0 3-10.14 7.0.0 1084 144-0 1 180 3.10/4 3.1-2 384 3-9-12 4s8 = 3x4 = Scab - 1.26 4 3a8 = 30 = 3X8 = '" - 34 II Im1.9 3-8-4 12 0-4-0 Plate Offsets (X.Y1- 18:0.3.8.0.1-81 LOADING (psf) SPACING- 2-0-0 CS1. OEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.07 2-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.22 2-9 >760 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.72 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. REACTIONS. (lb/size) 7=1327/0.4-0, 2-1115/0-8-0 Max Horz 2=119(LC 19) Max Uplift7=350(LC 4), 2=333(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2420/627, 34=2182/541, 4-10=2064/531, 5-10=-2054/531, 5-11=16261436. 11-12-1626/436.6-12=1626/436, 6-7-1235/380 BOT CHORD 2-9=649/2227, 9-13=436/1626, 8-13=-436/1626 WEBS 3-9=266/243, 4-9=O 364, 5-9=1281523, 5.8=-847/351, 6-8=505/1679 NOTES- (9) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2ps1; BCDL-5.0psf h=25R; Cat. II; Exp C; Enci., GCp1=0.18; MWFRS (envelope); 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 nonconcurrerd 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 3.60 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 350 lb uplift at joint 7 and 333 lb uplift at joint 2 6) "Semi -rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 125 lb up at 7-0-0. 135 lb down and 125 ID up at 9.0.12, and 1351b down and 125 lb up at 1140-12, and 135 lb down and 125 lb up at 13.0-12 on top chord, and 374 lb down and 83 Ile up at 740.0, 87 lb down at 9-0-12, and 87 lb down at 114).12, and 87 lb down at 13-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=70, 4.6-70, 2-7=20 Concentrated Loads (lb) Vert- 4-135(B) 9=374(B) 10=135(8) 11-135(B) 12=135(B) 13=-63(B) 14=63(B) 15=-63(B) O WARNINO - VvVy dasfgn pera etwa and READ NOTES ON TNS AND INCLUDED WT" REFERENCE PAGE W7472 rev. 10e3*"5 BEFORE USE. Design valid for use only with MRek* conne0m. This design Is based only upon parameters at own. and is for an Individual budding co pond, not a thus system. Before use, the building desigrler mint verify the appliablty of dealgn parameters and papally bcorporats this design Into tM overall building design Brad indicated Is to prevent bucldbnp of individual truss web andror lord members only. Adddbrul temporary and permanent braclnp aiRe Is always tequlred for shabby and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding ens F 7a. hMcallon, storage, delivery, erection and bracing of trusses and truss systems, we ANSVrPN Quality Cdlorla, D8549 and BCSI Building component 89d1 Parts East Bled. Safely IMormadon available from Truss Plate Institute, 218 N Lee Stmet. Suite 312, Abvlrvids, VA 22314. Tampa, FL 36610 Job Truss Truss Type h Pry T12838205 lJobTB027sT02HellHIP11Reference ( optionall Builders FlrstSowce, Tamp", Planl City. Florida 33568 70400 040aAug 18 2017 MrTek Industries• Inc. Fri Doc 01 17:05,19 2017 Pegs 1 ID. 0837CakNCJU5ySDnOmCDdnydllm-MInGUx707U KewaT2CWgHNh2ef9YoBMc:XO4p9VVDHbU 1- 0-0 4-10-14 940 14.4.0 1 1- 0-0 4-10-14 4.1-2 54-0 4X6 = 10 Scale - 1.26 2 3, 4 = US = US = 20 II LOADING ( PSI) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC20141TPI2007 CSI. TC 0.41 BC 0.70 WS 0.30 Matrix) DEFL. Vert( LL) Vert( TL) Horz( TL) in ( loe) Vdefl Ud 0. 14 2-7 >999 240 0. 38 2-7 >440 180 0. 02 6 n/a We PLATES GRIP MT20 2441190 Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 of purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid Calling directly applied or 7-0-4 oc bracing REACTIONS. ( Ib/size) 6=619/0-4-0, 2=721/0-8-0 Max Horz 2-147(LC 8) Max Uplift6=174(LC 8), 2=225(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 lb) or less except when shown. TOP CHORD 2-8-1258/587, 3-8=1226/598, 3-4=-800/332, 4-9=707/352, 9-10=706r352, 5. 10=706/352, 5-6=5871342 BOT CHORD 2-7=696/1151 WEBS 3.7=468r&%, 5-7=38W791 NOTES- ( 7) 1) Wind: ASCE 7-10; VuN=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; End., GCpi=D.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(l) 240-0 to 9-0-0. Exterlor(2) 9.0-0 to 13-2-15 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pill 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 174 Ib uplift at joint 6 and 225 lb uplift at joint 2. 6) " Semi-dgid pitchbreaks wfth fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING - Verily, design parameters end READ NOTES ON THIS AND INCLUDED AFTER REFERENCE PAGE MD67473 rev. 14e3Ra 5 BEFORE USE. Design valld for use only with MITske connectors. This design Is based only upon parameters shown. ant! Is for an Individual bul ding oonnponis nol a tons "am Before use, the building designer muss verity the appkablity of design parameters and properly Incorporate this design into the overall building design. Bracing Indketed Is to prevent bucfdbq of Individual taus web and/or chon) members only. AddkW W temporary and pemnanerd DrWrq Is always required for sleb6ity, and to pnoverd collapse with postale personal kory and propsny, damage. For general guidance regarding the Is fabrication, stooge, delivery, or " and bra ' g of trusses and truss systems, we ANSUTPH Quality Criteria, DS049 and SCSI Building Component 6904 Parke Fast Bhd. Wety Informs on evaitebls from Taros Plats Wilhite. 218 N. Lee SOW, Suits 31Z Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Oty Ply T12633207lJobTB0273T03Common11 Reference i h Willem FIMIS0urt0, Tampa, Pism Guy, FWM 33586 7.e4 0 s Aug 10 2017 Miles. Inaebl0a, Inc. Fn OK el 17'05'19 2017 Pape 1 ID OB37CakNCJU5ySDiOmCDdrrydllm-MInGUx?07U_KewaT2CWgHNh2OBUoCzcXO4p9VyDHbU 5.7.4 1 10-8.0 I 15.8-12 I 21.4-0 1b0 5.7.4 5412 54).12 5.7-4 Scale = 1:38.3 US = 30 = 3x4 = 30 = 30 = 30 = 7-38 14-0-8 21.1.0 1 7-38 1 6.9-0 l 7.38 Plate Offsets (X.YI- 12:0.1-01_ 16:0-1-0.Edoel LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.06 6.7 999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.21 6.7 999 180 BCLL 0.0 ' Rep Stress Inm YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC20/4/TP12007 Matrix) Weight: 96lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oe puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5.15 oC bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 6=927/0.8-0, 2=1026/0.8-0 Max Horz 2-100(LC 9) Max UplifIS-193(LC 13), 2=229(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=1584/582, 3-10=1509/596, 3-11-1365/582, 4-11=1296/593, 4-12=1307/623, 5.12=1397/605, 5.13=1497/625, 6-13=1579/614 BOT CHORD 2-9=452/1328, 8-9=214898, 7-8=214/898, 6-7-456/1342 WEBS 4-7=1931522, 5.7=339/267, 4-9=182/505, 3.9=331/264 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuD=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-S.Opsf; h=25ft; Cat. II; Exp C, Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2-0.0. Interior(1) 2-0-0 to 10-8-0. Exterior(2) 10-" to 13-8-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconeurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fl between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) "Semi-rtgld pitchbreaks with foxed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING. V ft daslgn pararnafers and READ NOTES ON DOS AND INCLUDED WTEK REFERENCE PAGE 1113.7473 rw. 1603/l0f5 BEFORE USE. DWpn valid fw use only with MITOW connoCtm. This design Is Weed ally upon parameters shown. and Is, far an Individual building component. n01 a truss system. Before use. the bWkft designer must vailly Os, applicability of design parsmesers and popedy Incorporate Nis design Into One Duane MEbubdlpdesign. arsmp Indicated Is to pevent b "ft of Individual buss web vWar chord members only. Additional temporary and pemunerd Itradnp is ehveys required for stability and to prevent colispse with potable personal Injury and p Wty damage Forgaim guidance regarding Oe fabrication, storage. delivery, erection and bracing of trusses and truss "am. we ANSVW" Quality CrlteAs, DSB-eg and SCSI Building Component 6e04 Parke East Bhd. Safety Information avabable Nam Truss Piste Institute. 218 N. Lee Strad, Subs, 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss lssTnType Oty, Ply T12636M 02 TB76T04 Common 1 1 Builders F11atSoacs. Temps, Plant City. Florida 33586 7,040 a Aug 16 2017 INTOR 11101311,1011131, IM Fri UK 01 1 10a:21121/I I raps 1 ID: 0837CakNCJUSySDiQmCDdnydllm-qyLehH9euo6BG49gcvlvpeEEy7XvXTJbn2gMhxyDHbT t• 0.0 I 5.7.4 10-B-0 I 15$12 I 21." h 1 1 0.0 5.7-4 54t2 5.0.12 5.7.4 1-0-0 Scale = 1.30.5 4) 8 = 3, 4 = 30 = 3x4 = 3x4 = 3x4 = LOADING ( psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014lrP12007 REACTIONS. ( lb/size) 2=1023/0.8-0, 6=1023/0-8-0 Max Holz 2=98(LC 11) Max Uplift2=228(LC 12), 6=228(LC 13) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.37 Vert(LL) -0.06 2-10 >999 240 MT20 2441190 BC 0.56 Vert(TL) -0.20 2-10 >999 180 WB 0.19 Horz(TL) 0.05 6 n/a Ne Matrix) Weight: 98 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-D-4 oc bracing. FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=1578/565, 3.11=1SO3/579, 3-12 =1379/565, 4-12=1290/576, 4-13=1290/576, 5. 13=1379/565, 5.14=1503/579, 6.14=1578/565 BOT CHORD 2-10=-402/1323, 9-10=182/892, 8-9=182892, 6-8=-421/1323 WEBS 4-8=185/506, 5-8=331/263, 4-10=186/506, 3-10=331/263 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuN=140mph (3-second gust) Vasd=108mph; TCDL= 4.2psf; BCDL=S.Opsf; h-25ft; Cat. II; Exp C; End., GCpi=O 18; MWFRS ( envelope) and C-C Exterior(2) -1.0.0 to 2-0-0. Interior(1) 2-0.0 to 10.8-0, Exterior(2) 10-" to 13-8-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Idle bads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will M between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) " Semi -rigid pftdhbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING. Vafry design paramahrs and READ NOTES ON THIS AND INCLUDED 11117" REFERENCE PAGE 1110-7473 rev. 1QQV f6 BEFORE USE. Dealpn valid for use only wbh MRek0 conrrectora This design Is based only upon parameters shown, and Is for an indMdual building component. rat a truss system. Before we, the building designer must verily the applicability of design parameters and plops4y Incorporate rub design into the overact lag buadlpdesign. Bracing Indicated Is to prevent budding of Indivkuet tons web and/or lard members only. Adddlwnl temporary and permanent bracing Is always required for stab6tly and to prevent collapse with poube personal b*jry snd property damage. For general guldence regarding the tabllcatbn, storage, delivery, erection and bracing of trusses ail truss syatems, we ANSVTPM Quality Crltals, 03849 and SCSI Building Componerd 61104 Parke East Bled. Safety frdomnilon evaWble from Truss Plate IngWo, 210 N Lee Street. Sure 312. Alaundrls. VA 22314. Tempe. FL 36610 Job Truss Truss Type City Ply T12536209 Taws T04A Common Girder 1 1 Builders FingSoutce, Tanga. Plant City, Florida 33566 7 640 a Aug 10 2017 Mrek Industries, Inc, Fri Dec 01 17.05-21 2017 Page 1 ID:0837CakNCJU5ySDIOmCDdnydl l m-18YDvcDGe5E2uEke9dY8Mom07X1aG4Ru'/IZW DNyDHbS 5.7.4 10$0 { 15-8.12 ( 21.4.0 122 1.0.0 5.7.4 5.0-12 5 12 5.7-4 tA0 Scale = 1:39.1 06 1 _ 3x4 = 2 2x4 II 3x4 3x8 = 2x4 11 1 3x4 57-4 5412 5412 5.7-4 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.04 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.14 9.11 >999 180 BCLL 0.0 ' Rep Stress Inc NO WB 033 Horz(TL) 0.06 6 rile nla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 102 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 44-0 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=986/0.8-0, 6=986/0-8.0 Max Horz 2-98(LC 32) Max Uplift2=243(LC 8). 6=243(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1596/317, 3-4-1097/255, 4-5-1097/255, 5.6-1596/318 BOT CHORD 2-12-288/1335, 11-12-28811335, 10-11-268/1335, 9-10=288/1335, 8-9=199/1335, 8-13=199/1335, 6-13=199/1335 WEBS 4-9=97/585, 5.9-5121217, 3-9-512/216 NOTES- (9) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vasd-108mph; TCDL=4.2ps1; BCDL-5.Opsf; h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom Chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at Joint 2 and 243 lb uplift at Joint 6. 6) "Semf-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other Connection devIce(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 72 lb up at 0.8-0. and 42 lb down and 72 lb up at 20-8-0 on bottom chord. The desigrdselection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building Component. The suitability and use of this Component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=l 25 Uniform Loads (pit) Vert: 1-4-70. 4-7-70. 2.6-20 Concentrated Loads (lb) Vert: 12-36(F) 13=38(F) AWARNrNG - Varby deelgn persrnsrers end READ NOTES ON TNS AND INCLUDED ANTEK REFERENCE PAGE 01110-7473 rev. ld41VM5 BEFORE USE. Design valid for use only with Mrele connectors 'this design A Eased only upon parameters shown. and is for an tndWual building component, not a truss "am. Before use, the Wilding designer must verily the applicability of design parameters and properly Incorporate this design Into the ovenE buUng design. Bracing Indicated is to prevent budding of IndMdusl tons web andlor chord members only. Additional temporary and permanent Wachp Is always required for stabilly and to prevent collapse with possible personal Injury and properly damage For general guidance regarding the of fabrication, storepe, delivery. erection and bracing of trusses and truss systems, see ANSVrPl1 Chalky Crlterla, 038-119 and BCSI Building Component 6904 Parke Fast Blvd. 8atsty Information avaW Ne horn Trans Plats Insfkute, 218 N. Las Sheet. Suite 312. Alexandria. VA 22314. Tamps. FL 36010 Job Truss Truss Type Oty Py T12&T6210 TBO278 T07 Hag Hip Girder 1 1 Builders FingSource. Temps. Plan City, Florida 33560 7.94V a Aug io zui r fen as inousores. inc. rn uec ui i r.w." zui r rope s ID:0837CakNCJ1J5ySDi0mCDdnyd1ImatlKTWuPPMWNJ2jK4Nv7JY2xFa7ah2EMJTi DHbR 1 00 i 3.9.4 i 740.0 i 10.10.7 100 3•9-4 3.2.12 3.10.7 4X9 = 3,41 = Scale• 1R'1' 3x4 = 7 e 2x4 11 3id1 = 7-0.0 1 3-52 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.13 2-7 >618 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.14 HOrz(rL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 58 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.00 oc purlins, except BOT CHORD 20 SP No.2 end verricals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 6-77/0.4-15, 2=362/0.8.0, 7=1067/0-11-5 Max Horz 2-165(LC 8) Max Uplift 6=129(LC 4), 2-70(LC 8), 7=481(LC 8) Max Grav 6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176, 4-7-476/275 NOTES- (9) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2pst; BCDL=S.Opsf; h=25ft; Cat. II; E xp C; End., GCpi=0.18; MWFRS (envelope); 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 noncorlwnent with any other live loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 6, 70 lb uplift at joint 2 and 481 lb uplift at joint 7. 6) "Semi -rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 7-0-0, and 124 lb down and 139 lb up at 8-7-3 on top chord, and 325 lb down and 117 lb up at 7-0-0, and 24 lb down and 141 lb up at 8.7-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4-70, 4-5-70, 2-0=20 Concentrated Loads (lb) Vert: 4-124(B) 7=325(B) 8 =124(B) 9=96(B) 0 WARMNG - Vorey design parer a. and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE CAGE M9.7473 rev. 140341015 BEFORE USE. Dedpn valid for use only vAh MrroM connectors TM design is based only upon poramstere srown, old Is for an IndWusl bu" componad. not aMr6wding tlss mcb. BeforeV Indic" se. ft bftdesigner must toto butift off b viduual eb aDo applicability, of rmor doi mombersoporsonaters and Mtltl tsmporaryn Ircorporride this rs d ps Into munsrd - d n Is allays required for stability and to prevent collapse with possible personal Injury and popery damage For general guidance regardbq the law tebrlcolai, storege, delkwy, erection and I I g of trusses and toss systems. ass ANSVrPH Quality Crlterls, OS849 and SCSI Bullding Component 6904 Porte Esid Blvd. Barely Irdornurtfon ovallsble horn Truss Plate Institute. 218 N. Lee Street. Subs 31Z Alexandria. VA 22314. Tamps. R 36610 Job Truss Truss Type Oy PlyT12836211ITemaTooHipGirder11 Job Reference I Builders FIralSWrce. TOW". Plant City. Flerras 335M 7 640 a Aug 15 Z017 M17ea Intmsules. Inc. Fn Dec el 17:90--4 2017 Page 1 ID:0837CekNCJU5ySDrOmCDdnyd1 l m-EX0mKI2XAjUm7XuFH 1 beRDsmcL W Nk1 XBS0201GyDHbO 1 3.9.4 1 7.0.0 1 68.0 i 11.10-12 1 15-" 1 1680 i r 1b0 3.9.4 3.2.12 1.8.0 3.2.12 3-94 1A0 Scale - 1.29 5 4xe = 44 = 30 i 30 = 3x4 7-0A 15-M ii1 1.9 1 1.6-0 7-06O Plate Offsets (X.Yl-(2.0.2-10.0-1-81.17:0-2-10.0-1-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.28 Vert(LL) -0.07 2-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.20 2-10 >927 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.16 Horz(TL) 0.05 7 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight' 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling direly applied or 6-1-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-1 /9710-3-8, 7=1197/0.3.8 Max Horz 2=67(LC 7) Max Uplift2=552(LC 8). 7-552(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2048/1054, 3-4=18101999, 4-5=1583/920, 5.6=18101999, 6-7=2048/1055 BOT CHORD 2-10=929/1774, 9.10=817/1583, 7-9--868/1774 WEBS 3-10=293/211. 4-10=206/425, 5-9=207/425, 6-9=294/211 NOTES- (10) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=5.0ps1; h-25ft; Cat. 11, Exp C; Encl., GCp1=0.18; MWFRS (envelope); Lumber DOL-1.80 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 bad nonconcurrent with any other live bads. 5) ' 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 tell by 2.40 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 552 lb uplift at joint 2 and 552 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, and 243 lb down and 258 lb up at 841-0 on top chord, and 250 lb down and 228 lb up at 7.00, and 250 lb down and 228 lb up at 8-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pU) Vert. 14=70, 4-5=70, 5-8=70, 2-7=20 Concentrated Loads (lb) Vert: 4-196(F) 5=196(F) 10=229(F) 9=229(F) O WARNING - Verily design pmmaters and READ NOTES ON 71105 AND INCLUDED WTEK REFERENCE PAGE 111110,7471 rev. 1011SIM5 BEFORE USE. Design vatld for we only with Nirel® connectors Tits design is bend only upon parameters shown. and Is for an ladWiduat bu" co nporroN, not a buss system. Before use. the building designer must verify One appllrabUMy of design parameters and property Incorporate tide design bdo the overall building design. Bracing Indicted Is to proved buck" of Individual truss web anefor dord members only. AddWorml temporary and permaroN bracirnp la slweya requbed for stablly ant to proved collapse wlh possible pwmwl k*ny and property damage For genml gulden" regarding One tabrkallon, gongs, delivery. eredlon and bracing of Wssu and Wu systems, we ANSVTP" Quality Criteria, DS849 and SCSI Building Componad 69W Parks Feet BNd Safety InfonutIon available from Tnm Plats Indlute, 218 N. Lee Slresi, Sul a 31Z Alexandria, VA 22314. Tamps, FL 36810 Job Truss Truss Type Oty Py T12538212 T80278 T09 Common 1 1 Builders FlnlSoucs. Tampa. Plain City, FW" 33569 r.aau a Aug re evi r an r ea mousurss, me rn we yr i r.w.[a zw r rep i ID 0837CekNCJUSySDiOmCDdnydllm-EXOmKt2XAjUm7XuFH1bcRDsbeLVFk1mBS0201GyDHbO 1 0 I 7.1" I 15-0-0 i 1.00 7.1" 7.10-0 1b0 Scat; -1:293 4d1 = a 00 r B 9 7 10 4 2 5 d j a d US = 2xt4 II 3d1 = 7-10-0 I 15-41.0 TAM 7.1" LOADING (psf) SPACING- 2 0 0 CSI, DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2-6 999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert( L) 0.29 2-6 642 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.15 Horz(TL) 0.02 4 n/a nla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 59 lb FT = 2D% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=772/0.3-8, 4=772/0.3-8 Max Horz 2-74(LC 10) Max Uplift2-174(LC 12), 4=174(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-7-994/360, 7-8=872/368, 3-8=4M4/W2, 3-9=-8441382, 9-10-872/368, 4-10-994r$60 BOT CHORD 2-6-180/775, 4-6-180/775 WEBS 3-6=0/384 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; SCDL-5.0ps1; h-25ft; Cat. 11, Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2.0-0, Interior(1) 2-0.0 to 7-10-0, Exterlor(2) 7-10-0 to 10-10-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent with any other live bads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0-0 wide will T4 between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2 and 174 lb uplift at Joint 4. 6) "Semi -rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNINO - Varlly dWpa pnmetsrs and READ NOTES ON VOS AND INCLUDED WTEK REFERENCE PAGE am.7473 raw. 10 VM5 BEFORE USE. Deslpn valid for use ady with MrTeW connectors. This desipn Is based only upon parameters drown, and Is for an Individual building component, not a thus system. Bofors use, the bulkIN dsstgner must verly, the applicability of dealpn parameters and propsdy Incorporate thisdesign bdo the overall beading design. Bracing Indicated Is to prevent bucMbp of Individual Was web andfor Bard members only. Additional temporary and pennanerd bracing is always required for dablidy and to prevam w0epas with possitle personal injury and property damage. For general pWdence repsrdlnp go Is tabrlcallon, atoraps, OSIMry, orsabn and bracing of basses and bass systems, we ANSVTPII Quality Criteria, D3849 and SCSI Building Component 6904 Parke Fad Blvd Safety Information evaWble from Truss Bets Institute, 218 N. Lee Stress. Suits 312. Alexandria. VA 22314 Temps. FL 36810 Job Truss Truss Type Qty Py T126362t3 Tema T10 Common 3 1 amen FIrsa-Aurce, Tempe. Mm forty, Flarea 33wo a+v s nup is mi r au r sx rnousoes. rnc. Fn VW of 1 rw•z4 zvi r vege i ID 0837CakNCJU5ySDiOmCDdnydiIm-4a9Xe29xOcdlhTRriBr_OOmRkrJTUOLhpKiyDHbP 1-0-0 7-10.0 1 1S." 1Jf0 7-10.0 7-10.0 Scale = 1.28.7 44 = 3xa = 20 11 3x8 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TPI2007 CSI. TC 0.98 BC 0.72 WB 0.15 Matrix) DEFL. in (loc) Vdefl Ud Verl(LL) -0.11 4-5 >999 240 Vert(TL) -0.31 4-5 >604 180 Horz(TL) 0.03 4 n/a n/a PLATES GRIP MT20 244/190 Weight. 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied. 3-4 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4-693/Mechanical, 2=779/0-3-8 Max Horz 2=77(LC 12) Max UpIM4=145(LC 13), 2-175(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=1012/367, 6-7-890/375.3-7=8621389, 3-8=-857/407, 8-9=888/391, 4-9=1008/389 BOT CHORD 2-5=227l791, 4-5=22W791 WEBS 3-5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vut=140mph (3-second gust) Vesd=tOBmph; TCDL=4.2psf; BCDL-S.Opsf; h=2511; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1.0-0 to 2-0-0, Interior(1) 2-" to 7-10-0, Exterlor(2) 7-10-0 to 10-10-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 175 lb uplift at joint 2. 7)'Semi-rigld pits hbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) `This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Varey dadyn parameters end READ NOTES ON THIS AND WCLWEO WTEK REFERENCE PAGE e110-7473 rev. IGGYM5 BEFORE USE. Design valid sm use only with Wake cannectms. This design is based only upon parameters shown, and Is for an Individual building component, not a cuss system. Before use. the building designer must verily the aI I ", Willy of design parameters and properly Incorpmsts this design Imo the amaa Effbu001npdeslgn. Bracing Indicated isto prevmd buciding of Individual truss web andfor Nord members only Additional temporary and permanent bracing Is always required for slabaey and to prevent collapse with possible personal Injury and propmly damage For gererel guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, ore ANSVTPII Quality Criteria, DS849 and SCSI Building Component 6904 Perks Fast Bald. Safety Information available from Truss Plate Institute. 210 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oy Py T12836214lJobTBO278T11MonopsdnGirderGirder11 Reference (optional) evident Fist5ource, Tampa, F "m Gay, Fiona 440ce r.w—iry rn , — Aviv rW. . ID.0837C8kNCJUSySDiOmCDdnydi 1m-71GH9g51 Ex_Bc9B0VWYc30RnyslgknnNe0ER1 yDHbM i 3.7-8 t 7.0.0 7.7-0 3-4.8 Scale - 1:22.4 34 11 4XS _ 37-8 348 Plate Onsets (XY)- 15:0--8 0.1-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC ' 0.27 Vert(LL) -0.02 1-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.06 1-5 >999 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.53 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight. 40Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc putting, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 1-1319/0-3-8, 4=1303/Mechanicat Max Holz 1=142(LC 8) Max Uplift I =278(LC 8). 4=346(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1824/358 BOT CHORD- 1-6=-421/1596, 5.6=421/1596, 5-7=-421/1596, 4-7=-421/1596 WEBS 2-5=270/1392, 24-17931472 NOTES- (9) 1) Wind: ASCE 7-10; Vud=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=S.Opst h=25n; Cat. II; Exp C; Encl., GCpi=0A8; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load at 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Id 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 278 lb uplift at joint 1 and 346 lb uplift at joint 4. 6) 'Semi -rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 lb down and 165 lb up at 1-4-12, and 673 lb down and 165 lb up at 3-4-12, and 673 lb down and 165 lb up at 5-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) sexdlon, loads applied to the face of the truss are noted as front (F) or back (B). 9) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building Code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1 25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-70, 1-4-20 Concentrated Loads (lb) Vert: 5=673(B) 6=673(B) 7=673(B) 0 WARNING . Varlly deel0n parameters and READ NOTES ON TNIS AND INCLUDED MTER REFERENCE PAGE II100-7473 rev, /49L205 BEFORE USE. Design valid for use only with MRol* connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system Before use. the Dulldkng designer (rust va1I17 the applicability of deep parameters and properly brcorponft this design Into the overall bugding dsdpn Bracing Indicated Is to prevent budding of Individual buss web and/or ctwrd members only. Addttiewl temporary and permanent bracing Is abrays required lot slabeey and to prevent collapse with possible personal bnAlry and property damege. For general quittance regarding the N! hMcation. storage. delivery, erection and bracing of trusses and tnus systems. no ANSUTPH Quality Criteria, DSBaf and SCSI Building Component 6904 Parke East Blvd. Safety Information available born Truss Bate InWtuts. 218 N. Les Street, Sulle 31Z Abrmndrle. VA 22314. Tempe. FL 3613110 Job Truss Truss Type Oty Py I T1263B275 TOWS T12 Hip Glydw 1 1 Builders Flrsk-Aurce. Tamps. Plant Cky. Florida 33566 7.640 a Aug 16 2017 Mrrek Industries, Inc. FA Dec 01 17.05.2e 2017 Pape 1 ID:0837CakNCJUSySDiamCDdnydl l m4AUgINO6f9F62DJmC3bWGZY4MBEPBgwclmnzTyDHbL 1O39-4 i 17.7.7 i 23-0-0 i 61222 2 i +" Al 32-15.2-13 5-4-9 3.21 3.9.4 1.60 AxS = 5xS = 3xA = 5xe 600 4 5 16 6 17 to 7 i 3x8 14 13 19 602 MT20HS = 2x4 11 20 72 21 SX8 22 11 Sxa = Scale - 1: 54 9 10 302 MT20HS 7 60 3x8 14 13 19 602 MT20HS = 2x4 11 20 72 21 SX8 22 11 Sxa = Scale - 1: 54 9 10 302 MT20HS 7 60 12 4-B 17.7.7 I 234-0 i 30-0-0 i I i7.0. 0 549 I S2. 13 549 7-00 PlateOffsets ( X.Y)- 12:0-2-10.0-1-81.17:0-3-12.0.2-121.19:0.2-9.0-1-81.112:0-3-0.0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 12-14 >999 240 MT20 244/190 TCDL 15. 0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.68 12-14 >523 180 MT20HS 1871143 BCLL 0. 0 ' Rep Stress Inv NO WS 0.62 Horz(TL) 0.13 9 n/a nla BCDL 10. 0 Code FBC20141TPI2007 Matrix) Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied or 2-4-13 oc purlins. 4-7: 20 SP M 31 BOT CHORD Rigid ceiling direly applied or 511-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 515, 6-11 WEBS 20 SP No.3 REACTIONS. (lb/ size) 2=2157/0-3.8, 9=2469/0-3.8 Max Horz 2=-67(LC 32) Max Uplift 2=741(LC 5), 9-1108(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4171/1559, 3-4=392811526, 4-5=353911412, 5-16=596212850, 6-16-596212850, 6-1 7=4141/2146, 17-18=414112146, 7-18-414212146, 7-8= 4594/2336, 8-9=4821/2350 BOT CHORD 2-15=139313663, 14-15-2272/5514, 13.14=2272/5514, 13-19=227215514. 19-20= 227215514, 12-20=2272/5514, 12-21=2782/5962. 21-22=2782/5962. 11-22- 278215962, 9-11=2043M241 WEBS 4- 15=550/1429, 515=2426/1167, 5-14=101/644, 512-8311695. 6-12-1041555, 6.11= 2223/901, 7-11=-669/1428, 8-11=283/227 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph; TCDL 4.2psf: BCDL=5.Opsf: h=25ft: Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741111 uplift at joint 2 and 1108 lb uplift at otnt 9. 8) "Semi - rigid pdahbreeks 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) 124 lb down and 139 lb up at 16-11- 4. 124 lb down and 139 lb up at 18-11-4. and 124 lb down and 139 lb up at 20-11-4, and 243 lb down and 258 lb up at 23-0-0 on top chord, and 1282 Ile down and 366 lb up at 15-8-12, 24 Ill down and 141 lb up at 16-11-4. 24 Ile down and 141 lb up at 18-11-4, and 24 lb down and 141 lb up at 20.11-4, and 250 lb down and 228 lb up at 22-11-4 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard Continued on Daae 2 0 WARNING • verify design parameters and READ NOTES ON TNS AND MCLUDED aDTEK REFERENCE PAGE AW473 rev. ISMO15 BEFORE USE. Design valkd for we ordy with MtrekA connectors. This design is based only upon parameters shown, and is for an individual building con ponmrt, not a buss " am Bsfare use. the building designer must vestry the appOwWky of design parameters and Wopedy Incorporate ills design Into the overall bulling design. Bracing IndicaM is to prevent buckling of Individual buss web anlror lard members only. Additional temporary and permanent brw*V Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance ragarlbrg the kv bMkallon, storage. delivery. erection and bracing of Wsses end buss "am*. no ANSVTPH Quality CAterls. D5549 and SCSI Building Component 6604 Parke East Bled Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sule 312, Maxondds. VA 22314. Tampa, FL 36810 Job Truss Truss Type Qty Py 26T136215 TSM7e 712 Hip GWe 1 1 Builders FlrstSourCe. Tamps. PM Gay. Flaps 335M r wu s Aug re cur r nu r ex mousurss, mc. rn uac ui i r:w"evi r raps z ID 0837CekNCJUSySDiQmCDdnydl lm4bUgiN06r7F62DJmC3bAn6GZY4MBEPBpwclmnzTyDHbL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 UnHorm Loads (pU) Vert: 14=70, 4-7=70, 7-10=70, 2-9=-20 Concentrated Loads (Ib) Veit: 7=196(F) 11=-229(F) 16=-124(F) 17=124(F) 18=124(F) 19=1282(F) 20=96(F) 21=96(F) 22=96(F) O WARNWG - Verily daslgn panun fors and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Me.7473 rev. 1QGW*15 BEFORE USE. aDaayn valid for use only with MITeba connector* This design Is based only u meters shown. n.and Is brr an Individualpails INb col Wow . n Inc overalltrusssystem. Before use, Oro building designer must verily the applbbidy of deep building design. Bracing Indicated Is to prevent buc ing of hx Mdual base web and/or chord member* only. Additional temporary and psrmanenl bracln9 Is always required for stability and to proved collapse with poW a personal In)oy and properly damage. For general guidance regarding the is fabrlcatlon, eor*ge. delivery, araalon and Dr*drl9 of trusses, and truss "am*. see ANS rPM Quality Criteria, DS049 and BCSI Building Component 6904 Pent Fje Bird Safety Information evall" from Truss Pole Institute, 218 N Lee Sir", Suits 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type aty PlyT12838218lJobReference(optionall Te0276 T13 Nip 2 1 BuiWsrs FlrstSource, Tamps, Plant COY, FWWa 33566 7.640 a Aug 16 2017 Mfrek Industries, Inc. Frl Dec, 01 17:0529 2017 Page / ID:0837Ca kNCJUSySDnQmCDdnydl l m-0gO2aL6HmZFvrSLPdii0hU5iHiVo8lg4ryVLVwyDHbK f 1-0-0I 4-B•4 940 I 15.0-0 21-0-0 I 25.2-12 I 304)60 1.401 140 4-9.4 4-2.12 6.40 640 4-2-12 4-94 1-0.0 Scale - 1.53 5 4nz = 3x8 = 44 = 3xS = 13 11 10 34 = US = 30 = 3x8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 15.0 Lumber DOL 125 BC 0.90 BCLL 0.0 ' Rep Stress Ina YES WB 0.56 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0.3-8 Max Horz 2=84(LC 10) Max Uplift2-262(LC 12), 8=262(LC 13) 20 II DEFL. in (loc) Well Ud Vert(LL) -0.17 2-13 >999 240 Vert(TL) -0.51 2-13 >700 180 HOfz(TL) 0.13 8 Na We PLATES GRIP MT20 244/190 VN9lght: 150 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=2470/1060, 3-14=2424/1076, 3.4=2148/920, 4-15-1874/891. 5-15=1874/691, 5-16=1874/891. 6-16=1874/891, 6-7=2148/920, 7-17=242411076, 8-17-2470/1060 BOT CHORD 2-13=-865/2148, 12-13-765/2228, 11-12=76512228, 10-11-765/2228, 8-10=872/2148 WEBS 3-13=3341295, 4-13=172/602, 5.13=S40244, 5.10=540/244, 6.10=172/602, 7-10=334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf, BCDL=5.0psf; h=25ft; Cut. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterlor(2) 9.0-0 to 25-4-11, Interior(1) 25-4-11 to 31.0-0 zone;C-C for members and forces d MWFRS for reactions sham; 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.40 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARIBNG - Varey design perannsters and READ NOTES ON TINS AND WCLUDED WTEK REFERENCE PAGE W7472 rev. f011VM5 BEFORE USE. Design valid for use only with k1l *W connectors. This design Is based only upon parameters arown. and is for an Individual budding component. nal a truss system Before use, the building designer must venty the applicability of design parameters and properly, Incorporate this design Into the overall building design Bracing I ndleated Is to prevent bucgkp of Individual truss web and/or lord members only. Additional temporary and permanent bracing is akrays requirod for dabUy and to pFw4W coitapee with posslMe personal Injury ant properly damage Forgeneral gul l - rogardbp the Is fabrication, storage, delMry, era 41, and bracing of busass and Was systems, sea ANSVTP" Quality crawls, DS8419 and SCSI Building Component 6904 Poke East Blvd. Safety Information available from Truss Plate Instkute. 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. Tampa, FL 36010 Job Truss Truss Type Oty 1p' y T72e38217 TBO278 T14 Hip 2 1 Builders FIrslSoures. Tempe. Pism City. Flerlda 33588 I.aed s Aug to 2vt annex rrrausurss. rnc. rn use ur t cuo:ar Nr r Pagel ID:0837CakNCJUSySDiOmCDdnydllm-73Vo718YlAVdSmVnllkUmvB3ZZFlcblNIF SaoyDHbl I 59 4 i 11.0.0 i 19 0 242-12 i a" II-0-0 1.0-0I 1-0.0 S114 52.12 a" 52-12 114 5x8 = 1617 4x8 = Scale - 1.53.5 US = 73 12 -- - 10 9 34 = 2x4 i i 30 = 3x6 = US = 2x4 I I 59-4 i 11-0.0 i 19-0-0 i 242-12 i 30-0-0 i S9.4 52-12 60-0 52-12 59.4 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.12 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.40 10-12 889 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.37 Horz(TL) 0.13 7 n/a Na BCDL 10.0 Code FBC20/4/TP12007 Matrix) Weight- 151 Ile FT = 20% LUMBER - TOP CHORD 20 SP N0.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=101(LC.10) Max Uplift2=280(LC 12), 7-280(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purling. BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 1 Row at midpt 4-10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14 =24961884, 3-14=2411/998, 3-15=1972/850, 4-15=1824/868, 4-16=1701/854, 16-17-1701/854, 5-17=1701/854, 518-18251868, 6-18=1972/850, 6-19=24111998. 7-19=2496/984 BOTCHORD 2-13=785/2139, 12-13-785/2139. 12-20=524/1700. 11-20=524/1700. 10-11=524/1700, 9.10=794/2139, 7-9=794/2139 WEBS 3-12-515/300, 4-12=74/465. 5-10=731465, 6-10=514/300 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf; h-25ft; Cat. It: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11.0-0, Exterior(2) 11.0-0 to 23-2-15, Interlor(1) 23-2-15 to 31.0-0 zone;C-C for members and forces d 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 pal bottom chord live load nonc oneurrent with any other live loads. 5) ' 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 tell by 24)-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWAOWNG - Vertry deagn parameters and READ NOTES ON T dS AND INCLUDED A07EK REFERENCE PAGE W7473 rev. 1QVV S BEFORE USE. Design vadd for too only with MITebB connectors. This design is teased only upon parameters shown. and Is for an Individual building cot porm . not s wss system Before use. the budding designer must verify the applicability of design parameters and properly bompon. this design into the overall budding design. Bracing Indicated Is to prevent buWing of Individual truss web and/or chortl members only. Additional temporary and psmuinerd bracing is always required for stability and to pravent collapse who possible personal xn)ury and property damage. Forgene' guldance regarding tine Is labrlrAllon, s1, n,. dedvery, woollen and bracing of trusses and truss systems, Ise ANSVdPI1 Quality CdWW, D3038 and BCSI Building Component BtxM Parks East Blvd. Safety IrdormaUon available from Tnes Plats Institute. 218 N. Lee SbeaL Suite 31Z Abiondrls. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T12636218lJobTomeT15Nip21 Reference (optionall Builders FlrstSoraoe, Tampa, Plard City. Florida 33566 7'"o r Aug 16 2017 MITek Industries, Inc. I'd Dec 01 17.05.33 2017 Page 1 ID:0837CakNCJUSySDiOmCDdnyd/ 1 m-xSdYOj9ognlLK4fAs8myrKGCyNwH40efm2TYehyDHbG 11-o-0I 6.9.4 I 13-0-0 I 17.0-0 I 23.2.12 I 30-0.0 31-", 1b0 6.9-4 8.2.12 4.60 6.2.12 e•9-4 1.0-0 Sxe = 44 = State - 153 5 3x = 13 12 _ _ 10 9 3x8 = 24 II 3,4 - axe = 2x4 II 30 = 8.9.4 13-0.0 17-0-0 I 23.2.12 I 30-0-0 IIII 94 6.2-12 4.40 9.2.12 &B•4 Plate Offsets (X.Y)- 14:0-".0.2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (oc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert( L) -0.31 12-13 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.70 Hoiz(rL) 0.13 7 n/a Na BCDL 10.0 Code FBC20147rP12007 Matrix) Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.01 oc puAins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling direly applied or 6-8-4 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2-1417I0-3-8, 7=1417/0-3-8 Max Horz 2=118(LC 11) Max Uplift2=296(LC 12). 7=296(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=2466/937, 3-14-2372/955, 3-15=1782r773, 4-15=1670r794, 4-5=1503/793, 5.16=16717794, 6-16-1783/773, 6-17=2371/955, 7-17=2466/936 BOT CHORD 2-13=737/2107, 12-13-73712107, 11-12-416/1502, 10-11=-416/1502, 9.10=746/2106, 7-9-746/2106 WEBS 3-13=0/295. 3-12=702/368, 4-12=125/444, 5-10=149/445, 6-10=700/368, 6.9=0/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf; h=25ft; Cat. II; Fxp C; End.. GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) -1-0-0 to 24)-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 174).0, Interior(1) 21-2-15 to 31-0-0 zone,C-C for members and forces d 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will M between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 7) "Seml-rigid pilchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING • Verify dWgn parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE a107473 rev. 109V2016 BEFORE USE. Design vend for use only with MITekA connectors. This design Is based only upon parameters Shown. and Is for an Individual bu90log componem. not a truss system. Before use, the building designer must verily the appnwMnly of design parameters and popedy Incorporate this design Into the overall bunding design. arming Indicated Is to prevent buckling of Individual taws web and/or chord members only. Additional temporary and permanent baring Is ahroyr required for stability and to proem collapse wkh pos$M personal horyand properly damage. For genersl guldence regaling tit VW latrtcatlon, sloraps. delivery, aretlbn and batlng of trusser and! truss "ems, ass ANSVTPN Quality Cdterts, DSBJ9 and SCSI Building Component 6904 Poke East Blvd. Safety Information available from Truss PYte Institute. 218 N Lee Sir". Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oly Py T126362181job027TB6T16Common6t Reference (optional) BUWera FIIe150efte, Ten". cure Gly, Frdnde 33760 • ow • ruq ro w r • con„ ew .mw•w.ea.. ,,.. r.. w., v.. • v. ID:0837CekNCJU5ySDiOmCDdnyd//m-OeBxd3AOb5tCyEDMOrHBOXpVLmEKpxCp DD6B7yDHbF 1-0-0I 7-44 I 15-0.0 I 22-2.12 I 30.0.0 r+0 7-1i4 7.2-12 7-2-12 7-9.4 1-0-0 4x0 = 0.00 Stale - 1:52.6 3X9 = 3xe — 30 = 4x8 = 3x4 = 10.2-3 9-7-11 10.2.3 LOADING (PSI) SPACING- 2-0.0 CSI. DEFL. In (hoc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0 35 10.12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vertl; fL) 0.71 2-12 >506 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 137 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.+ BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1417/0-3.8, 8=141710.38 Max Horz 2=135(LC 11) Max Uplift2=309(LC 12), 8=3D9(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=2369/831, 3-13=2267/853, 3-4=20761819, 4-14-1946/832, 5 14=1941/844, 5-15 =1941/844, 6-15=1946/632, 6-7 =2076M20, 7-16-2267/853, 8-16=2369/831 BOT CHORD 2-12=-614/2016, 12-17=283/1326, 11-17=283/1326, +1-18=283/1326, 10.18-283/1326, 8-10=-634/2016 WEBS 5.10=271/820, 7-10=5221380, 5-12-271/820, 3-12=522a8O NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) -1.0.0 to 2.0-0, Interior(1) 2.0.0 to 16-0.0. Exterlor(2) 15-0-0 to 18.0.0 zone:C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = I0.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) -rhis manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Verpy, daelgm parameters end READ NOTES ON TNIS AND INCLUDED AVTEK REFERENCE PAGE ae1.7473 rev. 100W 0f6 BEFORE USE. Design valid for use only with MITeI® connectors This design Is bawd only upon parameters shown, and Is for an Individual bull" component. not a truss system Before use, the building designer must verily the applicability of deep parametere end property Incorporate this design Into the overall building design. Bracing indicated b to prsvem buckling of IndMdual buss web andror lard members ordy. Addsbnal temporary and pemnanem braI I is alwaya required for stabley and to prsvad wilapse wsh posslMa personal b*Iry and property damage. For gensnl guldance regarding the is fabrlutlon, dorage, de0very, ereclbn and bradrrp of trussas ale buss systems, see ANSVTPII Quality Criteria, DS84 9 and BCSI Building Component 6604 Parse East Bind. Safety Irdormallon available from Tmes Plate Institute, 218 N Lee Street. Suite 31Z Alexandria, VA 223114 Tampa, FL 36810 Job Truss Truss Type Oty Ply T12e311=0lJobReferentoeloptionallTB0276T17HIP11 Builders FinslSaacs, Tampa. F1ant City. Florida 335M 7.040 6 Aug 18 2017 MRak Industries, Inc. Fri Dec 01 17:05:35 2017 Page 1 - - — ID.0837CskNCJU5ySDi0m6Ddnyd1l m-ugUrPB2LP?3ZNoY ZoOvALIVAXgYHGyDtyrjZyDHbE r1A0i 39.4 i 7A0 i 11A14 i 15A0 i 18-11-2 i 23." i 20.2-12 i 3V 1AOir1A039432.12 4.014 311-2 3-11.2 4A74 9.2.12 39-4 tA0 Scale = 1:53.5 05 = 3x0 = 20 II 3xB = 08 = 4 /s 5 19 a 20 7 21 8 17 22 5x0 = 34 = LOADING (PSI) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15 0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 19 23 15 14 20 I I 010 MT20HS = 3x8 = 24 13 25 12 2x4 I I 3,6 = Sx8 = CSI. DEFL. In (loc) Vdeg Ud PLATES GRIP TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 244/190 BC 0.99 Veri fl.) 0.81 14-16 >441 180 MT20HS 1871143 WB 0.88 Horz(TL) 0.26 10 Na n/a Matrix) Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purtins. BOT CHORD Rigid ceiling diredy, applied or 3.11-12 oc bracing. REACTIONS. (lb/size) 2=2406/0-".10=2648/0-4-0 Max Horz 2=67(LC 7) Max Uplift 2=1060(LC 8), 10=926(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4571/2118, 3.4=-4391/2131, 4-18=3952/1957, 5-18=3951/1957, 5-l9=5799/2416, 6-19=5799/2416, 6-20=5799/2416, 7-20=5799/2416, 7-21=4439/1684, 8.21= 443911684, 8-9=4925/1833, 9.10-5086/1830 BOT CHORD 2-17=1868/3978, 17-22=2374/5156, 16.22=2374/5156, 16-23-2374/5156, 15-23=2374/5156, 14-15=2374/5156, 14-24=210815565, 13-24=210815565, 13-25-2108/5565. 12-25=2108/5565, 10-12=156314429 WEBS 3-17=2941267, 4-17=634/1435, 5-17=1SW/690, 5-14=-7/895, 6-14-548/311, 7-14=329a80, 7-13=0/313, 7-12=15531735, 8-12=-499/1635, 9-12=-274/277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpt=0.18; MWFRS (envelope), Lumber DOL-1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2A0 wile will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 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 suf ident to support concentrated load(s) 243 lb down and 258 lb up of 7-0-0. 124 lb down and 139 lb up at 9-0-12. 124 lb down and 139 lb up at 11.0-12, 147 lb down and 149 lb up at 13.0-12, 147 lb down and 149 lb up at 15-", 147 lb down and 149 lb up at 16.114, 147 lb down and 149 lb up at 18-114, and 147 lb down and 149 lb up at 20-11.4, and 265 lb down and 265 lb up at 23-0.0 on top chord, and 250 lb down and 228 lb up at 7-", 24 lb down and 141 lb up at 9.0-12, 24 Ib down and 141 Ib up et 11.0-12, 95 lb down at 13-0-12. 95 lb down at 15.0-0, 95 Ib down at 16-114, 95 lb down at 18-11-4, and 95 lb down at 20-114, and 424 Ib down and 122 Ib up et 22-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Continued on Daoe 2 O WARNING - Varily design peameem and READ NOTES ON TNS AND INCLUDED 40TEK REFERENCE PA E 1110-7477 rev. IGOM15 BEFORE USE. Design valid for use any with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an bMNidual building component, not a truss system. Before use, the building designer must verty the applkablly of dsdyr parameters and property Incorporate this design Into the oven) ff building design. Bracing Inciladed is to prevent buckling of IndMdual truss web andfor chord members ordy. Additional temporary and Permanent bracing 1TWIsalwaysrequiredforstablilyandtopavedcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding tine tabrtatbn, storage, delivery, erection and bacon of truss** and truss systems, we ANSVTPH Quality CAterle, DSB49 and BC81 Building Component 6906 Parke East Blvd. Safety Information mttable from Truss Plate InaMute, 216 N. Lee Street, Suits 31Z Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Qy Ply T12638MITomilT17HIP11 Job Reference (optional) Builders Feti5elpa. Tempe. Plum City, FIW M 33566 pV•nug le (rirl Mlle{IIIWAIrO{. IIIG r1lu—vv II.W.o5cvir vwx ID.0837CakNCJU5ySDIOmCDdnydllm4AUrPB2LP73ZNoY ZoOvAL1VAXgYHGyDKjZyDHbE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (pIQ Vert: 14-70, 4-8=70, 8-11-70, 2-10=20 Concentrated Loads (Ib) Vert: 4=196(B) 8=218(B) 17-229(B) 5=124(9) 16=96(B) 14-72(B) 6=147(8) 13=72(B) 7-147(B) 12=-424(B) 18-124(8) 19=147(B) 20-147(B) 21=147(8) 22=96(B) 23=72(8) 24-72(B) 25=72(8) 0 WARMNO - Vofry design PWWMMS MW READ NOTES ON TIPS AND INCLUDED ARTEX REFERENCE PAGE 111104473 rev. 109MMe BEFORE USE. Dealpn valid for use only with WSW mnrodors. This design is based only upon parameters Mown, and Is for an Individual bulidbrp component, not a Wu system Before use. the bu6dbrg designer must verily the appllablilly of design Parameters and properly Incorporate this design Into the overall bul" design Bracbp Indialed is to prevent budding of individual buss web anNer chord members Wvy. Additional temporaryand permanent lxa cl Is always required W Stability and to pint collapse with possible personal In)ury and popery damage. For general guldens regarding the fur LabkMlen, storage. delivery. erection aM bracing of trustee and Was systems. a" ANSUrP11 Quality Criteria. DS949 and SCSI Building Component 6304 Pares, Fast Blvd. Si dey Infonnaeon evellable from Truss Plate Insit de. 218 N. Lee SWM, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Py T12838221 T8027e T1S Common Glider 1 1 uuwem Futwouroe, Tampa, Pistil Gry, I-W oo 33a 7.990 a NIp 1B 2117 7 MI7aR IMNiIIMd. IIIG hn DOC Ol 17.W..70 2{I7 7 Yap! 1 ID 0837CakNCJUSySDiOmCDdnydl lm-MlJh21Cg6i7wBXNIXGKffyuxdauSHpi6SXJCFOyDHbO t- 0-0 I "Al 8.2.0 I 11.11.12 I 164.0 1" Al 3.9.12 3-9.12 44-4 Scale - 1:30 9 44 11 34 = 8xe = 4X8 = exe = 3x8 = Plate Offsets (X.Y)- 17:0.3-0.0-44111.19:0-3-0.0d411 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 046 Vert(LL) -0.07 7-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 091 Vert(fl.) -0.20 7-9 >950 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 HOIz(TL) 0.05 6 Na n/a BCDL 10.0 Code FBC2014/TP12007 Metrix) Weight: 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-0-11 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. ( lb/size) 6=1785/0-3-8, 2=1519/0-" Max Holz 2=81(LC 8) Max UpIM6=352(LC 9), 2-331(LC 8) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2704/542, 3-4-2547/538, 4-5=2798/580, "-2945/585 BOT CHORD 2-10-496/2354, 10-11-496/2354, 11-12=496/2354, 9-12=496/2354, 9.13-279/1680, 13- 14-279/1680, 8-14=279/1680, 7-8-279/1680, 7-15=473/2591, 15-16-473/2591, 16- 17-473/2591, 6-17=473/2591 WEBS 4-7-30211440, 5-7-2761172, 4-9=235/1023, 3-9=2521178 NOTES- (9) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7- 10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf, BCDL=S.Opsf; h=25ft; Cat. It: Exp C; End., GCpi=0.18; MWFRS (envelope); 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 20.0ps/ on the bottom chord In all areas where a rectangle 3.6-0 tell by 24)-0 wide will f4 between the bottom chord and any other members. 5) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 352 lb uplift at Joint 6 and 331 lb uplift at Joint 2. 6) "Semi - rigid pilchbreaks with fixed heels` Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 24 lb doom and 14 lb up at 1-1-1, 109 Ib down and 37 lb up at 3-1-1, 199 lb down and 51 lb up at 5-1-1, 289 lb down and 64 lb up at 74)-12, 289 lb down and 64 lb up at 9-0-12, 289 lb down and 64 lb up at 1140.12, and 289 lb down and 64 Ib up at 13-0-12, and 289 lb down and 64 lb up at 154)-0 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or bads (B). 9)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live ( balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-70, 4.6-70, 2-6 -20 Concentrated Loads (lb) Vert: 10-24(8) 11-109(8) 12-199(B) 13=289(B) 14-289(B) 15-289(B) 16-289(8) 17-289(B) O WARNING - Verily design penmetara and READ NOTES ON TMS AND INCLUDED AFTEK REFERENCE PAGE AM7473 rev. 100M ef5 BEFORE USE. Design vatic for use only with Woke, connectme. This design is based only upon parameters shown, and Is for an Individual building componard, nol a thus "am Before use. the building designer must vary the aWlesbl9ly, of design parameters and proWly Incorporate this design Into the overall Is allays required 1W stability and o prev cods sep . Bracing WI I Is to prevent bwM possible personal In of Individual thas web anNar rloN member only. r generrol al guidance r andpermanentbracing always ey Jury and properly damage For general guldanw raganttrlp Ill rue fabrication. storage, dellmy. creation and bracing of trusses and truss systems, we ANSVTPI1 Quality Criteria, DSB-49 and SCSI Building Component 6904 Parks East BM. Safety Information available ban Truss Plate Institute. 215 N. Lee Street, Suss 317. Abuondde, VA 22314. Tamps, FL 36810 Job Truss Truss Type Oly 1ply T72B36222lJobTBO278T1usGABLE11 Reference toptionall tAnlaers rusraaoce. n a"". rum ury. rmnos sneee ^v.v c.... m" o..,.wo,,.,w,..— ,.. .. .... ID:0837CekNCJUSySDIOmCDdnydllm-qDt3G5DJtOFnphyx5__ru0AR97 HOOLVFgBRmnSyDHbC t-0-0 1 444 1 8.2-0 11.11-12 1 1840 1 17 41.40 44 3.9-12 3-9-12 "Al 1.0.0 4x8 = Scab a 1:30 4 1$ 30 = ' 3x8 = 3x4 = 3,4 = 8.2.0 1 1e40 1 8.2.0 8-2-0 LOADING (psf) SPACING- 2 0 0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.28 TCDL 16.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Ina NO WB 0.19 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.08 6-9 -999 240 MT20 244/190 Vert(TL) -0.22 6-9 >882 180 Horz(rL) 0.03 6 Na n/a Weight: 90 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc putting BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No 3 REACTIONS. (lb/size) 2=766/0-M, 6-766/0-3-8 Max Horz 2=77(1-C 6) Max Uplift2=195(LC 8), 6=-195(LC 9) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 l88/270, 3-4=883/186, 4-5=883/186, 5-6=118SM70 BOT CHORD 2-22-242/1008, 9-22=2421`1008, 8-9=172JI008, 8-23=17211008, 6-23-17211008 WEBS 4-9=59/507, 5-9=330/198, 3.9=330/198 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind' ASCE 7-10: Vuh=140mph (3-second gust) Vas4=t08mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consurt qualified building designer as per ANSI/rPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will M between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2 and 195 lb uplift at joint 6. 9) "Semirigid pftchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 70 lb up at 0-8-0, and 43 lb doom and 70 lb up at 1 "-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1.4-70, 4-7=70, 2-6=20 Continued on 82 O WARNING - Varlly da*n parnmtars and READ NOTES ON TIES AND INCLUDED WTEK REFERENCE PA E UP-7472 raw. 109=015 BEFORE USE. Designsesuse only a u rop upon mea and mbidividual is eora a .ystemBefore use, uro adro mwro wpk+er+w swatproperty' , 1,., tan Into theoverall building design. Bracing Indioalad is to prevent budding of Individual truss web andfor chord members only Adr a onul temporary and permanerd bmcbV Is stwsys required for stab5dy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the a ntrww. fabrication, storage, delivery, erection and bracing of trusses and Was systems. we ANSVrPl1 Quality More. OSO-89 and SCSI Building Component $904 PaAe Fast Blvd 8ataty InfermaUen avall" ban Truss Plate InsUhde, 21e N. Lee Street, 6ube 31Z AIs=ndds. VA 22314. Tempo, FL 35610 Job Truss Truss Type Oty, PlyT12836222rlJobTSM7aTIMGABLE11 Reference (outionall Builders FtrstSource, Tempe. Plant C41Y, Florida 33W 7.B40 a Aug 16 2017 M17e1 IlqusVles, MC Fn ON 01 17-05:37 2017 Fie 2 ID 0837CakNCJU5ySDi0mCDdnyd1Im-qDt3GSDJtOFnpbyxb n10AR97_HOOLVFgBRmnSyDHbC LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 22-36(F) 23=36(F) 0 WARMNO • V.W.V design parnMers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M67QS rev. IGGVMS BEFORE USE. Design valid for use only with MTeW connectore This design Is based only upon perametem shown. and Is for an Individual buWing ant, not a truss "am. Bofors use. the building designer mug vastly live applicability ot design parameters and properly Inc rporele this design Into the overall budding design. Bracing Indicated Is to prevent bucldbrg of bdhldual truss web ardfor chord members only. Additional temporary and permanent bracing Is always required for Stability and to prevent collapse with possible personal h*ry and property damage For general guldanes mgerdbp the rw lebrkatfon, Storage. delivery. Stedbn and bracing of trusses and Wes syslems. see ANS WTP11 Quality Criteria, DSB-49 and SCSI Building Component 6904 Pent Emit Bled. Safely Information available bom Truss Plate Institute. 215 N Lee SbW. Suite 312. Alsardria. VA 2231e. Tampa, FL 36610 Job Truss Truss Type Oy 1ply T12830MlJobTB0276VolIValley21 Reference (optionall Builders FlrstSonxce. Tamps. Plard City, Florlds 33566 7 640 s Aug 16 2017 MRsk Indwbbs, Inc. Fri Doc 01 17.05:38 2017 Pape 1 ID:0837CakNCJU5ySDiOmCDdnydl l m-IPORTODxeKNeOrX7fhM7YNzLUOytrm PvrBJKuyDHbO 2x4 -i 2x4 If 2 Scale - 1:13.0 LOADING (psf) SPACING- 240.0 CSI. DEFL. in (hoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) We n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(rL) We n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 000 Hofz(TL) O.DD Na n/a BCDL 10.0 Code FBC2014/rP12007 Matra) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 44)-0 oc purfins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1-145/3-11-8, 3=145/3.11-8 Max Horz 1 =68(LC 12) Max Uplift 1-21 (LC 12), 3-55(LC 12) FORCES. (lb) - Max. Comp./Mau. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S Opsf; h-25ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL-1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will M between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) "Semirigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) -rhis manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' O WARMNG - VWW dasignparamefers and READ NOTES ON TNS AND INCLUDED AMK REFERENCE PAGE M67473 rsr. 10M.W015 BEFORE USE. Design Mkt kx use only with MrTe1® connegws This design Is based only upon parametM shown. and Is IN an builvidwl bu0dbrg component. not a trues system. Before use, the building designer must w0y the apptl=bl ft of design parameters and property Incorporate Nis design Into Oe overall ItMways uired stability sndand to prev collnBracingInd', 1, Is to provep iswithiposslM9 persons Mpay altrussweb nd property mange. only. general guidanceeregardingthe Is fabrication, dorage, delivery, erection and bracing of trusses and cuss systems, see ANSVTP11 Quality Criteria, DSBag and SCSI Building Component 6904 Parks Eap Blvd. Safety Information available from Thus Plate Institute, 218 N. Lee Street, Sube 312. Aknundnls. VA 22314. Tamps, FL 30610 Job Truss Truss Type Qty Ply T12OW224 T8W8 V02 Valley 2 1 Waders FbtlSpxce, Tamps. Plant City. Florida 3356E 2x4 7.e40 a Aug 19 2017 MRsk Industries, Inc Fd Dot 01 17.05:35 2017 Pape 1 ID:0837CakNCJUSySDiOmCDdrtyd 11 m-IPQRTODxeKNeOrX71hM7YNzOoOoVlrmPvrBJKuyDHbB 2b0 2.40 Scale - 1:7 9 2 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 003 Vert(TL) We n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0 DO Horz(TL) 0.00 nla n/a BCDL 10.0 Code FBC20141TPI2007 M8trhx) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11 8, 3=55/1-11 8 Max Horz 1.26(LC 12) Max Upliftl-8(LC 12), 3-21(LC 12) FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% Structural wood sheathing direly applied or 2-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vuk=140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C, Encl., GCpr=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other titre loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell 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 8 lb uplift at joint 1 and 21 lb uplift at joint 3. 6) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building.code." O WARNING • Verily design parameters and READ NOTES ON TNS AND INCLUDED ABTEK REFERENCE PAGE 111147M rev. 1693rM5 BEFORE USE. Design valid for use only with MRelalb connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a thus system. Before use. the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall buldhrp design. Bracing Indicated is to prevent bucMhg ofindividual bum web endfor chord membersonly. Adddkwwl temporary ant pomranem bracbrp Is always required for debility and to prevent collapse with possible personal Injury and properly damage For general guMance regarding the kv febricallon, etorage, delivery, erection and bracing of oases and truss systems, see ANSVTPI1 Quality Criterls, DSBJ9 and SCSI Building Component 69N PWM Fast Blvd Safety Information Ivallable from Truss PWe Institute, 210 N. Lee Street, Suite 312, Alaandrla. VA 22314. Tampa, FL 36010 Job Truss Truss Type Oty 1 iply T72876225 T80270 V03 valley 1 1 all Builders FhgSource• Tampa• Plant City. Fl rlds 33566 7.640 a Aug 16 2017 MITek Indusblss, Inc. Fn Dec 01 17.05.39 2017 Palle 1 ID:0837CakNCJU5ySDiOmCDdnydl l m-11c_ghmEZPdVU276KDPIM5bWTRn49UHoYSVwtsLyDHbA I 6.2.0 _ 12.4.0 0.2.0 62.0 Scale - 1:21.4 44 — i 4 30 i 20 It Sits i 12-3 6 e LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 150 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a nle 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI20D7 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. (lb/size) 1=224H2-3-0, 3=224/12-3-0, 4=548/12-3-0 Max Horz 1=47(LC 9) Max Uplift 1=-62(LC 12), 3 =70(LC 13). 4=84(LC 12) Max Grav 1=228(LC 23). 3=228(LC 24), 4=548(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 24-354/230 NOTES- (8) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsl; h-2511; Cat. II; Exp C;'End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0.7-9 to 3.7-9, Interior(1) 3.7-9 to 6-2-0. Exterlor(2) 6-2-0 to 9-2-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fir between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 1, 70 lb uplift at joint 3 and 84 lb uplift at joint 4. 7) "Semirigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O WARNING - Vw y design Parameters and READ NOTES ON TNIS AND INCLUDED 6gTEK REFERENCE PAGE MO.74TS rav, IOW1015 BEFORE USE. Design vaW for use only with MITel® conneclors This design Is based only upon parameters shown• and is for an Individual building component• not a truss system. Before use, the buNi ng dasgner must vary the applicability of design parameters and property Incorporate this design Into the overall buitding design. Brach Indicated Is to prsverd buckling of Individual truss web &War chord members only. Additional temporary and permanent bracing Is always required for stability and to Prevent collapse with possible personal Inlury and property damage. For general guidance regarding On Is fabrication storage. delhwy. erection and bracing of Waxes and tons systems. see ANSVrPII Quality criteria, D8049 and SCSI Building component 6904 Parks East Blvd. Sday Information available from Trans Plate Institute. 218 N. Lee Street. Suite 312. AlenOndrls. VA 22314. Temps. FL 36610 Job Truss Truss Type Oty Ply TIMIS P8lJob I7=76 va valley Reference loolionall Bulldels FbslSoiuce. Tempe. Plant City, Florlda 33586 7.640 a Aug 16 2017 Mrrek InduWtes. Ina Fri Dec 01 17 05-39 2017 Poe 1 ID:0837CakNCJUSySDiOmCDdnydl l m-mc_ghmEZPdVU276KDPIMSbWXVn5cU18Y8VwdsLyDHbA 4-2-0 i 84-0 r 4.2t 4d-0 20 G 2X4 II 45 = 20 Scale -1 15 8 N Owas- 8.3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6 0 oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=143/8-3-0, 3-143/8-3-0, 4=350/8-3-0 Max Horz 1-30(LC 9) Max Uplift 1=-40(LC 12), 3=45(LC 13), 4=54(LC 12) Max Grav 1=146(LC 23), 3=146(LC 24), 4=350(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-2-0. Exterior(2) 4-2-0 to 7-2-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will to between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at Joint 1, 45 lb uplift at joint 3 and 54 lb uplift at joint 4. 7) "Semi -rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the budding designer per ANSI TPI 1 as referenced by the building code." 0 WARNINO - VwW design parameters and READ NOTES ON TMS AND INCLUDED OFTEN AEFERENCE PAGE MD7473 rev. 100=015 BEFORE USE. Design valid for use only with MIToW connectors This design Is based only upon parameters Mown, and Is for an Individual bulling component, not a truss system. Belle use. the building designer must verify the opkablsly of design parameters and properly incorporate 1M+ design Into the ovens building design. Bracing Indicated is to prevent bucNIng of Individual tons web anwor chord members only. Additional temporary and pemtanerd bracing le always required for stabssy and to prsve collapse with possible personal Injury and prop ay damage For general guidance regarding the rw lebnicallom storage. delivery. erection and bracing of trusses and cuss systems, we ANSUTPI7 Quality criteria. D3549 and SCSI Building component 6904 Puke F&st Blvd. Safely Information available from Truss Plate Institute. 218 N. Lee Wool. Suite 312. Aluundda. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Py T12838227 TBO278 V05 valley 1 1 Builders FindSource. Tampa, Plant city. Florida 33566 7 640 a Aug 15 2017 MITek InduWNa. Inc. Fri DOC 01 17.05.40 2017 Pape 1 ID 0837CakNCJU5ySDI0mCDdnyd11m-EoYCu6FBAxdLg9hfn60bdo3jeBQFDIGhN9gQOnyDHb9 I 2-2-0 I 4 -0 2.2.0 2.2-0 30 2 20 i B 438 2x4 LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a Na 999 TCDL 15.0 Lumber DOL 1.25 SC 0.20 Vert(rL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.3 REACTIONS. (lb/size) 1=138/4-3-0, 3=138/4-3-0 Max Hoe 1=13(LC 9) Max Uplift 1=29(LC 12), 3-29(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Side -1:8.3 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 44-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced root live loads have been considered for this design 2) Wind: ASCE 7-10: VuN=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 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 29 lb uplift at joint 1 and 29 lb uplift at joint 3. 7) "Semi -rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARWNG - VwW dolgn Parameters a" READ NOTES ON PUS AND INCLUDED WTEK REFERENCE CAGE e1147473 mv. /fkMO15 BEFORE USE. Design valid for use only with MlTeke connectors. This design Is based only upon parameters shown, and is for an Individual Wading compo a , not a truss system. Before use, the building designer must verty the applkabilly of design parameters and properly Incorporate this design Imo the overall y, buliling design. Bracbp Indicated is to prevent buckling of Individual buss web andfor dot membersonly. Additional temporary and permanentbralyrng I> Is alwaysrequiredforstabilityandtopmvemcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingInsei labkallon, storage, dNMry, a eft, and brating of trusses and truss systems, we ANSV1V11 Quality CAterla, DS049 and SCSI Building Component 6904 Parks East Blvd. Safety Information avalhbb horn Tnas Plate Institute, 218 N. Lae Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36810 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. Ole For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings Ono (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS p cia eta 4WEBS o L) 0- A 0 H BOTTOM CHORDS 8 7 6 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or aftemative Tor I p bracing should be considered. L' O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5 I S. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. 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® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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 R. spacing, or less, it no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not ern 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 aacrdance with ANSI1TPI 1 Quality Criteria. RECORD COPY n City of Sanford Building and Fire Prevention Product Approvatpp Form 17 3 7 3 5 SANFORD Permit # 6- Project Location Address: 480 Rocky Grove Ln., Lot 278 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) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soff its FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-114 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and 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.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railin 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 Florida Building Code Online t> Page 1 of 3 Business ProfessionalRegulation j a acts Home I tog to I user RegWDUCn i rot Topxs I Submit S-Mr" I StW a F-U UI uS 1 r{.S M •. • . ' "Uet Appreval Pao s . I. t;5 t Pubac user Regulation a R15225-R3 U. Revision I M. Pobaonons I Fac sWn I a= sae rap I wus I send I Application Type Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR she" be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/ Phone/Emeli 118Indusb18I Drive Edgerton, OH 43517 419) 298-1740 rirhw0rwbldgconsultants. 00m Authorized Signature Vivian Wright ridar® rwbldgconsultants.com Technical Representative Address/ Phone/Emall Quality Assurance Representative Address/ PhonefEmail Category Exterior Doors Subcategory Swinging Exterior Door Assemblles Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. long, P.E. Validation Checidist - Hardcopy Received Referenced Standard and Year (of Standard) Sim X= 10W. 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 06/13f2015 Date Validated 06/28/2015 https:/ Iwww.flori&building.org/pr/pr app dfl.aspx?param=wGEVXQwtDgv3yWKJZ1Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZr No Approved for use outside HVHZ.• Yes Impact Resistant: No Design Pressure: WA Other. See INST 15225.5-68 (618 Door Products), INST 15225.5-80 (OD Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation n-j&;jWons:'NoW*- Gl8'5ng Sh1176yff1p1'y w -ASTM,E1300 04. (This product approval requires the use of')' part number doors and sidelites, which have been stalned or painted within 6 months of Installation - Excludes opaque Benchmark Door Panels.) tvtification_Agency "MIFicaba ct 2S22e R3't G9C iS»S 5 NAMI res.oer Quality Assurance Coll Expiration Date 12/31./2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports 15225.E f. "Premium and Serlee and 'Benchmark by * Construction Wth and withhout Side tes. ue and lInswing and OuazedSteelrtswltangmronis Therma-Tru' with Transoms _ Limits of Use - Certifintion Agency Cerfifiecite Approved for use in HVHZ: No ih C ' ' tie, =.610AMI eeRs:odf: Approved for use outside HVHZ: Yes Quality Assbiarroe Contract Expiration Date Impact ResIstautt No 12/31/2021 Design Pressure: WA .Instalk"on Instructions ONaer. See INST 15225.E-68 (6'8 Door Products) and dr,c>sS Da. it ThkT i Ddf. 15225.6-80 (8'0 Door Products) for Installation Instructions. R 1M% Ill n INN 15225.6411t Note - Glazing Shall comply with ASTM E1300-04) 'Verifled By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Party: Yes C'Man : Me state or noAde b an AVM ehroioyer. _ :: FAMM, 9ta*MeM :: AMESSMME 9W&Ffteflt :: RAW 9121ement Under FWM tow, emei addmSM are Pvbtk --ds a you do nwr.wa your e-non address rdeaoed In respond bo a Put ac-eeordc request. do not Send deotraec map m mid enhar• rnsteae, m the onim try v or by araamo,w nea. n you have any pim oanud SM4er.t"s. -4rasuarrt bo action 3.275(1). FkAda Sbadn. ededive Omober L 20M aaetisees aonded undo Chapbrr . F.S. must provWe tre OepeRrnerd rd1A an erroa addmss a they have tine. The a neat pad my be wed Por 0MCal pOm111unIOtlW1 with the aCensee. MOAaevO grrea OOdreata are WbliC rtCDrd. V Yee 00 not to 6YppiY a 0 1 addre6. PlraSa prwme the Oepnbrerd alth an whkh cantle Waiaa Cady troda maabie to due pubk. To determee if you are a acansee under QeplDr e55, Product Apprvrd Ae3rpb: MWOU CrL`d,t r...rri SAFE hops://www.floridabuilding.org/pr/pr app dd.aspx?param=wGBVXQwtDgv3YVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERM* CATIQN Certification No.: NI00532 - Company: Therma-Tru Corporation Certification108MutzfeldRoadfication Date: 10/15/Z003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Y Benebmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepreseatsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinlabelsePiedProduct. n at' r . NAMI' c4macatlim m Is•accredited b TheAmeil n National tandards Institute ANSI.. Inswing Glazed Design Missile Test Report Number Conflguradon or or Maximum Pressure Impact A Comments X Out; n I/S a ae Opaque Size 3'0" x 6'8"- Pos/Ne 671-61 Rated No ETC-0.1-741-10703.0/L-2097RTF-253F Single 3'0" x 6 8" 671-67 No ETC-01-741-10703.0/L-20971iTF-254F X O/S Opaque Single XX I/S ; Opaque Opaque 6'0" x 6'8" 440/-40 No ETC - Standard Aluminum A I _ Double XX Opaque 6'0" x 6'8" 40%40 BO ETCG01-741-10703.0/L-2097rM-254F Standard Aluminum Astmgal Double Opaque 6'0" x 6'8" 47/-41 NO E`i O:741=10703.0/L-2097/ITF-253F Co tal Aluminum As I .. XX US Double XX O/S Opaque 6'0" x 6'8" 47/-47 No Et'C-Of-741-10703.0/L 097fTTF-254F Coastal Aluminum Astrazal Double OXO/OX/XO Single w/Sidelites OXO/OX/XO Sin a w/S.idelifes _ L .e OXXO Double w/Sidelites_ OXXO Double w/Sidelites US O/S 1/S O/S Opaque Door Glazed Sidelites OpaquDoor Glazed Sidelites . Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites 5'4" x 6'8" +40/ 40 No . ETC-01-741-10593.O/L-20971'I-CF-253F 514" x 6'8" +40/-4b No ETC-0I-741-10593.0/L,-2097/I7F-254F ETC-01-741-10593.0M2097/TTF=253 F8'4" x 6'8" +40/-40 No Standard -Aluminum Aster i EX-01:741-10593.0/LM2097/ITF-254F8'4Ex6 8" 440/40• No Standard Aluminum.As al . _ ETC-01-741-10593.0/LM2097nlT-253F8'48" +47/-47 NO Coastal.AluminumAstra al ETC=01-741-10593.0&L _209'rM-254F8'4" x 6'$" +47/-47 No Coastal Aluminum Astra al Inc./4794 George Washington iNeinorta y/Hayes; VA 23072 ' Tel: (804) 684-5124/Fax: (804) 684-5122 OXXO Double w/Sidelites_ OXXO Doubl w/Sidelites National I/S O/S Accreditation, Opaque Door GI Sidelites Opaque Door G_lezed Sidelites 6t Manage eent•Insiitute, NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 Certification Date: 10/15/2003 108 Mutzfeld Road Butler, IN 46721 Expiration Date: 12/31/2021iiiRevisionDate: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM F.330/E33VTAS202 The "Notice of Product Certification" is only valid it the NAMl. Certification Label has been applied to the product as described within this document. The certificationThishasbeenpapprovedIn label represents product conformity to the applicable specificationn and that NAM1'a a e CetltAtldnn productcriteriaIscreditedky-The• Ame&aa National Standardss been satisfied. Institute AN§I LVAMI s Certified Product 1.islin at' o _ lI sigo. Missile Test Report Number Configuration Inswing or Gland or Maximum Pressure Impact Comments Ootswina O a ue Size Fo"x 6'8" P 671-67' No ETC-01-741-10702.6/Ir2096/ITF252F X Opaque i Single, O/S Opaque 3'0" x 6'8" 67/-67 No E`1'C-0i-741-10702.0/L -2096iM251F Single 1/S Opaque 6'0" x 6'8" 40%40 NO ETC-0l-74l.10702.0M2096nW252F X Standard Aluminum Astragal. - Double XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/1TF251F Standard Aluminum AsUU8J. Double _ XX VS Opaque a60x68 55/--55 ! No ETC-OI.741.11008.0M215imrF252F Coastal Aluminum AM al Double XX O/S Opaque 610" x 6'8" 551-55 No ETG01-741-11008.04L 215IMF25I Coastal Aluminum Astra al : - Double US Opaque Door 5'4" x 6'8" 40%40 No ETC-01-741-11008.0M2151n M52F OXO10X/ X0 Sin a w/Sidelites ._ Glazed Sidelites 5' 4" 6'8" 40%40 No ETC.01.741-11008.0/L-2151IITF2S I F OXO/ OX/XO O/S Opaque Door x Single w/Sidelites Glazed Sid. libel 8' 4" x 6'8" 40/-40 No E'I'C.p1-741-11008.0%L-2151/i'I'F252F OXXO I/S Opaque Door Standard Aluminum Ast al Double w/Sidelitos. Glazed.Sidelites 8' 4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-215Ir[TF25IF OXX0 O/S Opaque Door Standard Aluminum Astrazal Double w/Sidelites Glazed Sidelites 8' 4" x 6'$" 55/-55 No ETC-01-741-11008.0/L-2151fiTF252F OXXO VS Opaque Door Coastal Aluminum As al Double- w/Sideli _ GI Sideli 55/- 55 No ETC-01-741-11008.0/L-2151/1'I'F2S1F A:... cs/c OpaqueOoor 8'4"x 6'8" n_...e Ah...,:.,00m Aetraowl Gazed Sidelites . ation & Management institute, fncJ4794 George Wasliington Tel: ( 804) 684-5124/Fax: (804) 684-5122 NA& H AUTHORUMD SIGNATURE: n 4. 4" 11 % r*,. k)V, M SHOWN FOR muluollMUWONMASONRYYIIISHOWNFORMASONRYREFERENCEMASONRYI 'll REFERENCE OPENING OPENING TYP. HEAD OPENING . ;. 11 1 tl JAMBS HEAD ! JJAMBSJAMBS '.i 2X SUCK--/ 2X BUCK'—/ 2X SUCK—/ MULUON. SHOWN FOR d REFERENCE jo rat i'I J1 7 ffES MASONRY OPENING 2X SUCK nofsdwWAX0KCWW."becc@0edfp 2 meypAlggtjl8dto* . alpha jL Alolr 4W Am= a" r TYP. HEM JAMBS ASTRAGAL REFERENCE B. 4- 4 Zy') MUiJLION SHOWN FOR MULUO" TYP. REFERENCE SHOW" FOR), REFERENCE 11HEAD imus 2X- SUCK I MENU* tl IT 6 If 77 MASONRY A"CK W5113FLITES. LCkANCHORING OPENING wkR IFS rFL; 132i5.5-68 c. 7- PAIRS J0 3: a C m YPT. i 4 j J r— SEE NOTE ill, W/2X BUCK I ryyf N`' r SHEET 3 9 SEE DETAIL J' INSTALLATION , 75;." IDISTALWTtON A ^ I# 7 }A x WN/STALLATION aIXBUCK z 1X TION .o o hi 0 3 T g , TYP. HEAD Nei AS'tWL1iAl AIIA .icf a (` Nii1ASTRAGAL MULLION &JAMBS a fP:,HEAll.dr d aL` a TI a SHOWN FOR SHOWN FOR RREEFEERCNM + •' a" REFERENCE REFERENCE 4 IF ONLY ONLY l SEE 1 DETAIL -4- o SEE te Id. 76 o a . DETAIL 80, o\ 3- v 4- --I A' VIEW r- I , DOUBLE DOOR VIEW A-- A- oo m r/ owmn oouwmo am o aan au ooamaoie! W/2X BUCK 2• INSTALLATION W/1X BUCK' INSTALIATLON C W/2X BUCK Iteml DESCRIPTION Material x - 2 S STEEL D SCREW STEEL, x Hine to rome STEEL 10 x ' 2 P ' WOOD' _STEEL x 4 2-3/4- &:c-_O_Vg_ffW CONCRETE SCREW STEEL I 1 4 1-3IN PM ONCREMSCREW J R _ Pt 116x -1 4" IT1Y P CRET S 1 1 4 x 3-1 P CONCR SMASONRY 133000 PSI MIN- CONC CONFORM NG TO ACI J01 OR HOLLOW BLOCK. CONFORMING TO ASTM C90 CRETE 18 1 4 PFH fi1Y CONCRETE-WREW GAR IN SC a 0. STEEL D 2/ 4 TH RESSURE EATEO 51UEUTE PAO 30 2 1 xSTEEL CGAINSTALLATION W/ 1X BUCK 11' INSTAUATION d A !! B ATTACH STRIKEPEA ASTRAGALTOFRAME THROWMT ; AS S OMrN. 1 C.tm Fmltltl eoa t I2" sr u0 N.T. 9 t owo, er JK I a« m LFS DUAIL— L F1- 15225.5-88 n v a I wif.. INTERIOR. IE I EXTERIOR FOR,. INFERIOR I NEM4 SMIOR fE 1-2. EXTERIOR q MASONRY 1 r7J40 T cm Ij t d 4- V A, T muu-m SKbVM FOR. MASONRY TpREFERENCEMASONRY.I. fitOPENINGOPENINGwp. des. HEAD I.t. a AA & JAMBS ZX SUCK —4 cdo It MUwo N II OwSH N FOR REFERENCE II 2X SUCK ALms MASONRY OPENING 2% SUCK 2. ===='Id. -MAX ON ffwhtah Me h edge dWwce to MWWl lCoro miclux Mayto,@qL*WtoomnOW7AAXONCOMWdhWtdOMCNOnOt a C4ncrOft cnctw J,p J., ANfNbJt AEIi. rliiliFJiie—OF TAPCaw , Ipr 1_11r r ON TYR.. HEAD do JAMBS 11 ASTRAGALp p. SHOWN FOR REFERENCE RUCK ANCHORING 4 T H MUWON FOR REFERENCE 4 MULLIONSHOWN SHOWN FOR REFERENCE Al 4- JAMBS p II NASTRAGAL2x-• SHOWN FOR SUCK 11 1 REFERENCE 9 cs Jjjaim MASONRY ;N nguj,3Lr w/smu= ASlLIQLAUQu9sta a qn 3. VA - 6' OETAILill ' A. SEEK SEE OErAJL SEE NOTE 3 a X 3- SHM 3 WALLMA TYWAD Typ. MO MULUON-/ & JAMBS AMBSJAMBS& SHOWN FOR L REFERENCE A& T d SHOWN FOR SHOWN FOR REFERENCE REFERENCE ONLY ONLY 0: ra AM SEE I DETAIL. 4- r. mlair DOOR WYMOELIM Ito r--DESCRIMON material m A ' 10 x. - 2ITF-WMF—SCWF— STEEL - D wmn sc 4 10- x e me 1 2 - 1 4 PWMFH 0.00O ItW STEEL I L149w CONC 5CREW I X a- PF" 5GK 4- 1W-P—FH! CONCR MASONRY CONFORMING TO ACI CONCRETE 13 0 1 OR H Ow a "PCK CONFORMINO TO.,4SW C90 I - I 4 -X 2-1 A PFH fTW CMUKElt 20t, WO DER 9 pf 0.42 L vvwu 21 3 PRESSURE TEO SID 30 1/ ,2' X I' X 25 GA OORRUGATEO FASTENER V or MEW ' A - *A' pow W/ WONAL amwAm m " M& Soon w C 0 A 9TRAUtjTHROW IROW DOLT1. STRIKE AA P %T&FRAME A I EXTERIOR - hl;l } c o •. INTERIOR EXTERIOR INTERIOR a j d F T 20 INTERIOR. EXTERIOR iE g I 2 e INTERIOR INTERIOR INTERIOR FL-0 T. HIM fAmm mom4a_ 9 JAMB fl' Vey SINGLE 0008 Wl3TWO gig Sa o Stir- ; h DEIAas o Sff pEfALT 5MuLlDaw ROM FOR n ROSSIM— Y wTYP.0 JAMB 4- m. JAMBS 6- SINGLE DOOR VIEW !6 ' K VIEW "E"-'F VIEW'W-V' emau iw- A W/SI—pm Vw ` - r t, beoNarrr,. 2 a6ers reorod os'INA1L ON Ct3nW saat bs ooAfed fo n,, ftl D d edge dMance fo noaf I tL add gmd sasosededffWm fo ersws tfa'M 01 ON G91rer dE ^ s Careroteoncleo fabro: —• ..,,, TAON• lie 1-1/f t f uila.tTlf sllrnMll ASSHOWN aw s 1e 1.1/AS So&" NOTSNOTS, There am NJ a each 1' T, I fhe faA down ab 131 % 18.5 3 ", pwo the heoder of r hart fhe aVfibde Corners a fhe Gone. There are 12I of fhe SI ' Gom the oUISlde Comers• r ca illy 49 i0C i i R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building industryB (" P.O. Dox 230 Wlrlco, FL 33595 Phone 813.659.9197 C noridx 9owd of Professional Enplmen Cenifieale of AWlarlanion No. 9913 Scope: Product Evaluation report issued by R W Building Consultants, lnc. a Lyndon F. Schmidt, P.E. (System ID i 1998) forThermoTruCorporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept of Business 8 Protesslonal Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financialirlteresl in the company manufacturingordistribulingtheproductorinanyotherentityInvolvedintheapprovalProcessoftheproductnamedherein. Um10dons: 1. This product anchoring has been developed in compliance with the 51h Edition (2014) Florida Buildinga Code design pressuresstrure rat requirements excluding t"High Velocity Hurricane Zone'. See the Codification Agency Certificate for sizes, specifications and design pressure ratings- isaildressing, 2. Product anchors shall be as fisted and spaced as shovm on details. Anchor embedment to base material shag be beyond vreU dressing, stuaoe brick and other wag coverings. sterkef 3. Wood screws shag be Installed following instalhaUons instructions of ANSI AFBPA NDS 2012. M other fastener types to be Installed following manufacturers installation Instructions. no fastener manufacture, but In no instance shall they4. Fastener embedment depths, edge distance and center -carder distances shag be specified by be lase than shown In drawing FL-15225.5-68• 5. Where shims are used they must be a "rigid /stiff material that compiles with the .468 sho be the mine6. Poslthre and negative design Pressure requirements for use will drawing FL-15225.5.88 shag be determined by others for specific jobs in accordance with the goveming code. 7 Site conditions that deviate from the details of drawing FL-15225.5 68 require fuller engineering analysis by a Uoensed engineer or registered arehltecL Supporting Documents: 1ETG00 1~741 10 702.0 Test Standard ASTM E330-02 / TAS 202-94 ETG01- 741-11008.0 EE 21 EISSS-0E1996-02TEL 01460147 2, pfawlna No. DWLroding Consultants, Inc. (CA NN13) No. FL-15225.5.68 RW 3. BIRMd Consu Anchoring RW Building ltants, Inc .(CA tt9813) Street 1 of 1 7'srttnn t-a6orafo3t ETCi. eboratorias ETC Laboratories Testing Evaluation Lab. Sinned bit Wendell W. Haney, P.E Joseph L Dolden, P.E. Lyndon F. Schmid4 P.E Sigsfad:Sea d Lyndon F. Schmidt, P.E. sns•+ 4' Siialid by Lyndon F. Schmidt, P.E. 1S.i% 1111Ft1P Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6R015 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 ENC!NEER OF RECORD. 3. !X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. S. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY CLASS.. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/ 4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. 10 FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063—TS 1/8" THICK MINIMUM TABLE OF CONTENTS ' SHEET NO.1 OES,^,RIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION RVASIONS DESORI 11ON DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R L ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION orwLs 08/05/15 R.L Ti—t 3;3 — L SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 0\1 111111/// J S • . , p f/ v•VCEN'p D 61SERIES430/440 XIX SGD 143" x 9N REINFORCED off/kEOTES,• TAT OF ej'O•'ClpR10Q:• ORAMIt Dec NO F.A. OB 030E D SjONA j1E GN\ 5005uuED`lENTS 02/23/09 9 pI 143• MAX FRAME WIDTH SEE CHART FOR NUMBER OF LOCATIONS REQUIRED 17" 6' MAX / I MAX 6" MAX r O.C. F 5- MAX L 7' MAX O.C. 96" MAX FRAME HEIGHT I 1 6' MAX x b i b ACr1ICJ 4JU/44U AIA S(SU EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS C1 AND 02 FOR OTHER UNITS A477NGS REVISIONS REV I OCSC>3MN I WIt APPRMO A ADDED CFARTS 03/06/12 R.: B REVISED PER NEW TESTING 10/15/13 R.I. C ADDED FLANGE INSTALLA1IOnS 12/06/13 R.L CHARTAI 0 REVISED INSTALLATION DE7AILS 08/05/15 R.I. WHERE WATER INFILIRA 77ON RESISTANCE IS REQUIRED SEE NOTF 9 SHEET 1 Design pressure chart (p4 FhIme Scg[a Panel and ToW Frame Wdth In) Haight J0.0 J6.0 42.0 1 47.7 in) 90 00 108.00 126.00 143.00 Pot Meg eg Pos Meg Pot Neg 84. 0 40.0 SAO 7.9 400 520 40. 48.0 88. 0 40.0 6D:0 3451..7 4. 6 40.0 4d9 40.0 45.0 920 4 96 40.0 461 40.0 423 96. 0 4Q0 56.69.0 40.0 43.) a0.0 40.0 CHART I2 WHERE WATER WF4TRAT70N RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I Design pressure chart (pso Fri, Sngle Panel and TOW Frame Vddd1(in) Heigh in) J0. 0 1 28.0 42.0 1 47.7 9Q00 108.00 126.00 143.00 Pot Neg POa I Neg Pot Neg Pot Neg 4. 0 50.0 60.0 57.9 1 57.9 52.0 52.0 48.0 48.0 8. 0 60.0 60.0 54.6 54.6 48. 9 48.9 45.0 450 92. 0 59.6 59.6 51.7 1. 46.1 46.1 42.3 42.3 96. 0 66.6 56.6 49.0 49.0 Z-7 43.7 40.0 40.D CHART 4_1 Number Of Anehor locations required Frame Single Panel and Total Frame V6Wth in) Heigh 30. 0 1 $6.0 42.0 1 47.7 In) 90.0 1 108.0 126.0 1 143.0 HAS I Jamb I HAS liamb HAS Jamb HAS Jamb 84. 0 6 6 1 7 1 6 8 6 9 6 88. 0 6 6 7 8 B 6 9 6 92. 0 6 6 7 8 8 6 9 6 98. 0 6 6 7 8 8 6 9 B MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7SO28 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS DMYrv: 7 NO. F. A. 08-00503 scuE NTS -C 02/23/09 s"EE-2 OF-9 SIGNED: 1012712015 v,• GENS'941 i WOOD FRAMING OR 2X BUCK BY OT.iERS 0 WOOD SCREW 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/B MIN. EMBEDMENT 1/4' MAX. SHIM SPACE EXTERIOR I I i 1 11 11 11 11 INTERIOR LVNL VI IMLL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK WSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BYOTIIERA NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WRHASTM E2112 1 3/8' MIN. EMBEDMENT 1 1/2' MIN. EDGE DISTANCE f10 WOOD SCREW BE SET IN F APPROVED MIN. VENT WOOD FRAMING OR 2X BU"K BY OTHERS 1 /4' MAX. I SHIM SPACE REVKIONS DESMPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING i 10/15/13 R.L ADDED FJINGE INSTALLATIONS 112/06/13 R:. REVISED INSTALLATION DETAILS 08/05/15 I R L. JAMB INSTAL I-ATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75026 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS DRANK; DIIC NO. F.A. 08-00503 scAu NTS DAB 02/23/09 A'E- 3 OF 9 SIGNED: 1012712015 R I IL 0 i G bEt NSF9 1 i SAT 5EOF • o OR10P• ' 4 NA110 G` 1 t. METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS EXTERIOR 3/4" MIN. . EDGE DISTANCE ! 1 1/4" MAX. SHIM SPACE I Ij10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF APPROvcD 4LANT 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTUREWSTALLATION` WASIDUS KV I DESCdPrKW A ADDED CHARTS 8 REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS D REVISED INSTALLATION DETAIIs 1/4 MAX. SHIM SPACE' 5/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL. STRUCTURE BY OTHERS EXTERIOR NOTES. I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS NOT SHOWN FOR CLARITY: 2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KITH AM E2112+ F.A. w` NTS Rio JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7SO28 SERIES 430/440 XIX SOD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS one .Io. 08-00503 ate 02/23/09 --4 OF 9 DAR MWIpK-o 03/06/12 R.L. 10/15/13 R.L. 12/06/13 i R.L. 08/05/15 I R.L SIGNED: T olvvm CONCRETE/ MASONR" BY OTHERS OPTIONAL IX SUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2' MIN. r EDGE DISTANCE I 1 1/4• MIN. c EMBEDMENT 1 1/4• MIN. ' HIM MAX. EM9EDMENT IF SHIM SPACE I- 2 1/ EDGE INTERIOR t/a' MAx. SHIM SPACE 3/16- TA3/16" TAPCONCONCRETE/MASBY OTEXTERIORINTERIOR SILL TO BE SET IN EXTERIOR 5A BED of aPPaovED:. 1 1/4' MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETE/MASONAYJNSTALLATION 2 1/2" MIN. EDGE DISTANCE REVISIONS RLN DESCRVIIDN DATE AP RCm A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEa TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L J REVISED INSTALLATION DETAILS 08/05/15 1 R.L. x J' JAMB INSTALLATION DETAIL OPTIONAL I BUCK CONCRETE/MASONRYWSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SE.4L4NT BY OTHERS TO BE STM E2112DESIGNEDWACCORDANCEWITH AAS L. 1 3J SIGNED: 1012712015 MI WI9ooDuKESDEWS D DOORY LLC S R"!L0 /z FLOWER MOUND, TX 75028 GENS+ 9f i v SERIES 430/440 XIX SGD f*• 0 5 scOJx143E I 96' REINFORCED FRAME INSTALLATION DETAILS o r E ; ,wDTATOF F•.CORIDP• ' S O61 oR,r°c: owc No. AN 08 D seAlc NTS aTE 02/23/09 sN n5530f 9 1 G\N 4 . I'qb , t- RM90"S 1/2" MIN. EDGE DISTANCE REV OESCRFTWN al¢ APOROKD A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. DOD FRAMING i 3/8" MIN. EMBE MENT C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. OR 2X BUCK D REVISED INSTALLATION DETAILS 08/OS/Is A.'_ BY OTHERS 3/8" MIN. 1/4" MAX. 1/4" I EMBEDMENT r SHIM SPACEMAX. SHIM SPACE INTERIOR Ut/2" Ww 10 W000 EDGE DISTANCE SCREW EXTERIOR I I I INTERIOR JI010WOOD SCREW 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT WOOD FRAMING EXTERIOR OR 2x SUCK BY OTHERS WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATIONLBYOTHERS 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION. WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTEAIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWNFOR CLARITY: 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTIM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAW* orrc "o. F.A. 08-00503 9EUE NTS — 02/23/09 s"Lr, 6 OF 9 SIGNED: 1012712015 QF; I IL/O 1t o TATE OF F•' c OR10:• METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4• MIN. EDGE DISTANCE I EXTERIOR nv! cnwn 3/4• MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE MSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4• MAX. SHIM SPACE OR 3/4• MIN. LUNG EDGE DISTANCE L TO BE SET IN 3ED OF DROVED SEALANT 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISWlS REV 06Cl11/0DN DAIS APPRMD A ADDED CHARTS OS/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 108/05/15 R.L. 1/4" MAX. SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 1 &3SL L SIGNED: I W712015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 N, PJ1% 0 5 *' SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS' TA OF, FS:ctORMtDRAWx. LrPc ND. REV 08 D NTS — 02/23/09 —R73OF 9 t- CONCRETE/ r 2 1/2" MIN. MASONRY I EDGE DISTANCE BY OTHERS a• ., .. 1 1/4- MIN. e• OPTIONAL 1X BUCK TO BE PROPERLY SECURED NOTE 3 SHEET 1 EMBEDMENT 1 4- MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE V41WSIHII[M SPACE 3/18" TAPCON J 3/16' TAPCON CONCRETE/MASONRY —\ EXTERIOR 11 II 11 I1 11 11 INTERIOR BY OTHERS 3/16" TAPCON , II II 1111 1111 MASONRY/ CONCRETE BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT o 1 1/4" MIN. 1 EMBEDMENT VERTICAL CROSS SECTION TTO2 1/2- MIN. CONCRETIEWSONRYINSTALLAN EDGE DISTANCE 1/ a• MAX. r SHIM SPACE REVI m REV 1 DMIDPTION DATE APPRMI-J A ADDED CHARTS 03/06/',2 R.L. 3 REVISEO PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 JR.L. LD REVISED IAISTALLATION DETAILS 08/05/15 1 R.L. OPTIONAL 1X BUCK JAMB INSTALLATION DETAIL TOBEPROPERLYSCONCRETEMASONRYINSTALLATION ECURED SEENOTE 3 SHEET 1 NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARRY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 I MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/ 440 XIX SCD 143" X 96" REINFORCED FLANGE INSTALLATION DETAILS DRAW DwD F.A. 08-00503 [ K-NTS ° ATE 02/23/09 s"ELT8 OF 9 SIGNED: 1012712015 C,ENSF 91P TOF Z- pOTAOF• ORIOP• 1 5/8" MIN. EDGE DIST. d TRIM 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE —7 BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED METAL STRUCTURE D 3/16" 9Y OTHERS TAPCON TRIM EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRYAANCRETE HOOK STRIP REIASDM REV DESCRIPLON DAtt APPRWED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D I REVISED INSTA_LA 10N DETAILS OB/OS/15 I R.L. 3/4" MIN. EDGE DISTANCE 10 SELF DRILLING SCREW 1/2' MIN. ?ANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD 1 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCXAYOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SYOTHERS TO BE DESIGNED INACCORDANCE WITHASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRu . D..c ND. F.A. 08-005D3 slice NTS — 02/23/09 SR-9 OF 9 SIGNED: 1012712015 I, w S aGS ,Hoomme Log In User Registratian Hot TOPics Submit Surcharge StM & Facts Publicatioi 1 r I:ililProdud Approval USER: Punk user fbl wug .xl ka. kal Mri > PmOue or &WhrAtwn Ccaren > AMLuuon 4a > Application Detail FL # FL15080-RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG, LLC / DBA WINDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR. i LITTLE ROCK, AR 72209 I 501) 570-9253 RBELKNAPCcD W INDSORDOOR. COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM 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 3OHN SCATES I Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. i Quality Assurance Contract Expiration Date 08/28/2028 Validated By Kurt Dietrich PE ! I Validation Checklist - Hardcopy iReceived Certificate of Independence FL15080 Ri_ COI Cert of Ind Sales 2015 s.odf Referenced Standard and Year (of Standard) Standard I UK ANSI/DASMAIIS I 2005 DASMA108 2005 Equivalence of Product Standards Certified By I Sections from the Code I I I 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 FL15080 RI 11 99A061-revR lamhAltarh c pdf Approved for use outside HVHZ: Yes FL15080 R1 II 99A075 Lo klnstall s.pdf Impact Resistant: No FL15080 Rl n 9 6079-r vg t.pdf Design Pressure: +22.9/-26.4 Verified By: JOHN 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: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FLi5080 R1 AE Eval Report, ResPan rla s odf Created by Independent Third Party: Yes P.SF. WARE fX10R 9ZC 061Ct1 N TEST H®6E wotHN 1LOON1 F091NC IBfIITNE AOSTIWC NEGUNE 16'-0" 7'-O't18.7 20.8 28.1 31.2 16'-0" 8'-0' 18.7 20.8 28.1 F31.2 13 GACE STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD .WTB WITH S//16' % 1-1/2- LAG SCREWS 2' CAW. STEEL VERTICAL TRACK SOLVED To H TRACK BRA CKETS WITH 1TR LxSBOLLTS OPENING N Fppto OVER04 OOORT !E H 13 3/ 4' X 1-1/2• X 13 GAGE MIN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. USE CiRA rMIPGE BELT A NUT 1/ 4' X 3/4' ORIU." SCREW SSHEEr2 ErAL•SCR3 10 GAG OAR 33CCACE ED ON THE WEIGHT THE ODOR. DETAIL o 63' 416 X 7) 74- ( 16 X 6) 42'( 16X 7) SO' ( 16 X 8) I BRACKETS EACH SLOE I I I I II24' (16 % ) CAGE GALv. STEEL 5 STRUTS 1 BRACKET 0101 14 3' IOGA WOE (16 % EROLLERHOLDER3• IBC WOE (16 X DETALo. (SEE DETAL Al 2' ROLLER WITH f 7/16- CIA, STEM. TIRE16 : X 7)0. 7 84LL SHORT STEM /B 16 % 8 10 BALL LONG STEM / OPTIONAL LOCH J/ SfRKR_ ON IjPPERPART or LV. STEEL ( 14 GAGE)T*COMMERu• L, 0 I4MM ATTACHED rN 5 rASTEERS GALVANIZED STEEL STRUT ATFA04ED WITH 1/ 4' X 3/4' LONG HD HEAD SEV DRILLING SCREW 2 PER VERTICL STALE) SiTRUT ON 9NERPART OF l_1J31 " 1 1-3/ 6' POLYSTYRENE 21' OR 24' HIGH INSULATION OPTIONAL 20 GAGE END TO EASE EN WAN PANEL GALV. AND FOR Moo. 724. 730. TOG-L- LOGS i0 PANEL. USE ENO (iLP 7•J0. 755. 426. OVER END STILES. ( SEE DETAL C) PREPMNTED STEEL 25 GAGE ALL STRUF ON BOTTOM BRACKET 6-0 TYPE MAIL STOP TNp11LOPf NVLCO Ev011' C NDOElS OKCFPf IW ` 24 WE MODEL 750. 753 13 GAGE ALV. STEEL eorrOM BRACKET iW ATEACFEDWITH22IVSCREW 5/16' X 1-1/2' FASTpERS. BOTTOM SCREW CAN BE ABOVE SECTION B— B 20 GAGE G1LV. STEEL CENTER SRE SECTION A — A OR BELOW ROLLER TOG -HOC OR POP INVITED TO PAIEL. Norc: 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL IOGA COMMERCIAL CLV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4' X 3/4' FOR SPACING. FASTEN TO WOOD AAMETS WITH 5/16' x 1-1/2' HEX WAD SOW METAL SCREWS. LAG SCREWS. PFOWATON OF JAL®S BY OTHERS. OTC' LL4! R N-X° S IIVE FASTENERS xNSHOWN uTo BEI / 4' x 3/4' LONG NTEx HEAD SHEET METAL SCREWS DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATCO TO WITHSTAND THE PRESSURES LISTED IN THE TABLE ABOVE VIA TESTING To AN51/OASW 106-05. OUERMAY04 OF SUTABLTY FUR SPECIFIC SITES IS THE TE PON9TIUn OF OTHERS L((4')jx 16' AIR( VENTS 20 SO. OICIiMIN10TALOPENAREA). OP HINAL. USE ONE EXTRA SELF ORLLNO SORON THRo" TOP LEAF OF HINGE, END STILE A: RAIL OPTIONAI. OLAS3 UGHTTSB CAR) OPTgNAI LONG PANEL STILES ( y OOLVYNS EMBOSSES HINGES j3 ILIZ ) rnVxOR EACH 1. 25' -i 1— 20 CAGE END STILE DETAIL B 20 GAGE ENO CAP 17 3' 4042.75' DETAIL A DETAIL C 3' 20GA HIDE STRUT (16 % 7)) 3' IWA HIDE STRUT (16 X 6) OR A IOCKR LWST EOLNGAGE t TOR 1 ' TRAMON ODORS WITH EXTENSION SPRINGS). 8 P. O.- BOX. 8BIs- LITTLE-®1DOR OOODtt 2eem500552-1872 724, 426, 730. 735. 750, 755 PART NAME: NRNOLOAD RESIDENTIAL PAN DOOR WI B 12/13/ 11 RLBTOLERANCE28663/10/ 08 RLB FRW-=!0i5 NE1KT LEVEL DATE: DWG. NO. 2848 11/1/07 RLB ANG• a 1' 11 1 07 99—B-079 E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE ORN. BY BH SHT 2 OF 3 46. s 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16- X 1-1/2- LAG SCREWS — Z' CALV. STEEL VERTICAL TRACK IOGABOLTED TO TRACK BRACKET. WITH 1/4--20 : 5/6' TRACK BOi OPENINGHEIGHT NOT OVER OR HEIGHT) N- DETAIL E - BRACKETS EACH SIOE 5' 3) 1/4-CARWU BOLTS X 13 GAGE MN. GALV. STEEL rLFA HORIZONTAL ANGLE. 1/4' X 3/4' SHEET METAL t SCREWS 14"X 3/4' iP HEX HEAD SELF 2' GALV. STEEL HORIZONTAL DlmLlnc SUl[n TRACK 16 GAGE OR 13 GAGE DETAIL D EASED ON THE WEIGHT OF THE DOOR. 1. 25' —I •- 63' 1B X 7)) 74' ila X 6) 3' SEE OETAIL 'E' E — I DETAIL A 42' ( 18 x 7) 3' 180A WOE STRUT SO. ( 19xe) I In- POLYSTYRENE INSULATION 21 ( 16 X 7) STANDARD FOR 24' 16 X 8 I MODEL 735. --\ 20 GAGE ENO STILES - FASTENED WITH TOC- L-LOCS TO PANEL. USE ENO CAP OVER END STILES. ( SEE OCTAL C) STOP NOULDNT MAREO EVERT 9' 6- 0 TYPE NAIL WIN. E SECTION 8—B STEEL WINOLOAD TRACK BRACKETS. SEE FASTEN TO W000 IAMBS WITH 5/16' X 1 WASHERS. PREPARATION OF JAMBS BY C P. s.r, TARE BOOR SE I OEs10N PRESSLIIW TEST PRESSURE WATIH HEIGHT1 POSITNE NEGATIVE POSITWE 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 13 CAM CALM. STEEL TOP BRAC110 w1r11 10 CAGE ROLLER HOLDER. ROTE OAT ROLLER HOLDER QR0. IS Rom am. see ORAL 0. STRUT JUST BELOW TOP BRACKET. 2' HURRICANE ROLLER WITH 7/ 16' DA LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK OF GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4• X 16' AR VENTS OF 4 REO'0. 120 SO. AREA).. NCHOPT ONAL.ALOPEN B GALVANIZED STEEL STRUTArrACI 2' H 1 / 30 LONG HEX HEAD SELF SCREW R VUM PER2PVERTICALSTILE) 1-3/ a' POLYSTYRENE 21' OR 24' NSUTATKNI OPTIONAL HIGH PANEL FOR MOD. 724, 730. GALV. AND 750. 755. 426. PREPAINTED STEEL 25 GLACE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 730. 755 13 GAGE GALV STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS, BOTTOM 2 SCREW CAN BE ABOVE OR BELOW ROVER. T SECTION A —A 20 GAGE CALV. STEEL CENTER MILE TOG-L- LOC OR POP RIV= TO PANEL. 16 CAGE GALV. STEEL CENTER HNCE 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 5/6' HEX BOLTS k NUTS OR 1/4' X 3/4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS OPAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TA-vt JOJW-r-uw LISTED N THE TABLE ABOVE WA TESTING TO ARSI/OASNA 106-05. PE-51737 972 492- 9500 OETERMNATION OF SUITABBft1' FOR SPECIFIC SITES IS THE RESPONSIBILITY Of OTHERS. P Wenbnd Etgbt 'v owl yroNa4d adz fRr YRdrTCOI RM v4MIRTRd ctHntWclbn ddaB. OF OPTIONAL SSB CLASS LIGHTS CAR) USE TWO EXTRA SELF DRILLING SCREWS THROUGH HINGE LEAF. ENO STILE at RAIL AS SHOWN. TYPICAL EACH ENO HINGE. 7'OR6' B SSES CENTER STILES ( 7 COLUMNS) CENTER HINGES 0 COLUMNS) 20 GAGE ENO STILES 16 GAGE ENO CAP 0 DETAIL C NOTE: DOOR MUST BE INSTALLED RNLS WTI14 EITHER AN ELECTRIC OPERATOR 1 OR A LOCK MUST ENGAGE BOTH TRACKS' N DOORS WITH EMNSION O DETAIL 8 8 T X 7 I L. H. NOTE: OWNG DOES NOT SATISFY IMPACT OEMREOVWENENTS IN FBC Q T X Q T FL 1508E ( ( 2/15/ 11 RL8 E. C. N. I DATE: I APPROV. P.O. Box 8915 LE ROCK. AR Qwo sonDOOR722989151(501) 562-1872 724, 426. 730. 735. 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR OLERANCE W1 B RC.YI/ 06s NEXT LEVEL CA DWG. N0. LNG. t 1' t t t o7 99-8-079 SCALE PLOT SCALE I URN. F' ft 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA7;C 1/4' X 3/4' f HEX HEAD SELFRIAGE DRILLING SCREW 3/4' X 1-1/2' x 13 GAGE LION. 4- X 1/2- LONGBOLThNUT GALV. STEEL HORIZONTAL ANGLE 13 GAGE GALV. STEEL TRACK SPLICE USEEE72fJE1/AlORMGBRACKET. FASTEN TO WOOD SCREWS" JAMBS WITH 5/16- X 1-1/2" LAG SCREWS. 2' CALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4'-20 % 5/8' TRACK BOLTS. 180A, (9 X 7)• 16GA. (9 % 8). OPENNG NE04T I III 83' (9 % NOT OVER DOOR HEIGHT) 2 BRACKETS EACH SIDE) COMMERCIAL (e x 7) 42' (9 % 7) 1/2 POLYSTYRENE 37' (9 % 8) 3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 X B) FOR MODEL 735 5' 20 GACE ENO STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE ENO CAP OVER END STILES ON 9 x e. 21' OR 24' SEE OETAIL C. RICH PANEL STOP NOIRDING NATO) EVERY 42' GALV• AND PREpMNTEO STEELh0TYPEMAILMIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE MODEL 750, 755 2 1 LAG SCREW - 5/15" X 1-1/2' SECTION 8-B 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL TOGA COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A—pFORSPACING. FASTEN TO WOOD JAMBS WITH 5/16- X 1-1/2' FASTENED WITH (4) 1/4' x 3/4' LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PEE WIDTH IEGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 8'-0" NOTE: ALL NON -DESCRIPTIVE0-DESC FSHOWN TO BE 2HEX BOLTS kNUT 1/4" x 3/4- LONG HEX HEAD SHEET METAL SCREWS. 21 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMON5PATED TO WITHSTAND THE PRESSURES pE. LISTED N THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. pj2 PmT•Tobnd DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 5 THE RESPONSIBILITY OF OTHERS. pro.W0 ore a.mood ee 16 GAGE GALV. STEEL TOP BRACKET WITH 14 GALE ROLLER HOLDER SEE DETAIL 0) 2' ROLLER WITH 7/16" OIA STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2- ROLLER WITH 7 IB' CI, 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 J TRACKS ON DOORS WITH EXTENSION SPRINGS). J' 20GA SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 CAGE. ( SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACHED WITH 1/4' X 3/4' LONG H" WAD SELF DRILLING SCREWS. 2 PER VERTICAL STILE) THIS STRUT ON HINGE LEAF. SEE OCTAL C OTFIER iRllTS IN N E OF TOP & BOTTOM SECTIONS. 1-3/ 8" POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750, 755, 426. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. 117 X 1 9' B1 7' OR 5' CENTER STILES AND HINGE T COLUMN 1 , USE ONE EXTRA SELF ORIWNG SCREW THROUGH TOP LEAF OF HINGE, 2.75' — END DETAIL A 20 GAGE ENO STILES 3' 20GA WIDE STRUT 04 . 0, • z20 GAGE ENOCAP USED ON 9 X e DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS N FBC FL 15080 9 X 8 P.O. R 8 , A R DOORiii981AR501) 562- 1872 724, 426, 730, 735, 750, 755 TOLERANCE DEC, t . 015 AMC- t 1' WINDLOAD RESIDENTIAL PAN DOOR Wl 8 12/15/11 RL8 2866 3/ 10/08 RL8 NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY I 8HDWG. N0. 99-8- 079 2848 11/1/07 RL8 E.C. N. DATE: APPROV. SCALE NONE SHT 1 OF 3 Is I 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS 2' CALV. STEEL VERTICAL TRACK 18CA . BOLTED TO 84 TRICK BRACKETS ITN 1/4•-20 % 5/8' TRACK BOLTS. OPENINGHEIGHT 04NO7OVER R HEIGHT) 93 3/4' X 1-1/2' X 13 GAGE MIN. 1/4' % 1/2' LONG CALV. STEEL HORIZONTAL ANCLE. USE EXTRA CAtmPGE BOLE t HUT 1/4' X 3/4' HEX HEAD SELF ORILUN G SCREW SHEEi2LElAL SCREWS IALV. STEEL HORIZONTAL • K 16 CAGE OR 13 CAGE 0 ON THE WEIGHT 114E DOOR. DETAIL D 83' (16 X 7) 74' (16 x a) 42' (16 X 7) 50• (16 X a) 16 GAGE GALV. STEEL 5 STRUTS — TOP BRACKET WITH 14 3. 20CA WIDE 16 % GAGE ROLLER HOLDER 3' 18CA WIDE 18 % SEE DETAIL D. GAA) STRUT JUST BELOW TOP BRACKET. 2* ROLLER WITH 17/16' OUL STEM. i B 16.XS7 7 BALL SHORT STEM /// 15 X 8 10 BALL LONG STEM / OPTIONAL LOCK J/ ERVT N UPPER PART OFCOVERHNCSEEDETAILB5. GALV. STEEL (14 CAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4' X 3/4- LONG HEX HEM SELF DRILLING SCREW 2 PER VERTICAL STILE) 21' (16 % 7) 1/2' POLYSTYRENE BRACKETS EACH SIDE 24" (18 x 8) INSULATION STANDARD fOR STRUT ON UPPER PARR OF NOOQ 735. SECTION OVER HINGE LEAF. (SEE OETAII B . 03 5. 1-3/6' POLYSTYRENE 21' OR 24' HIGH INSULATION OPTIONAL 20 GAGE ENO STILES - FASTENED WITH PANEL CALV. AND FOR MOD. 55 724. 730. 750, 755, 426. TOG-L-LOCS TO PANEL USE END CAP PREPAINTED STEELOVERNOSTILES. (SEE DETAIL C) 25 GAGE ALL s1Rur ON eoTTou BRACKET STOP 1WOULONG HALED EVERT V' MODELS EXCEPT 6-0 TYPE NAIL MN. 24 GAGE MODEL 750, 755 13 GAGE CALV. STEEL 0.BORON BRACKET ATTACHED WITH 2 LAG SCREW 5/16' X 1-1/2' SECTION A —A SCREWCAN SECTIONB-B 20 GAGE GALV. STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL. TOGA. 00NMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED wRIS GAGEV1i (T) j/CENTER aINGE RESIDENTIAL FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16• X 1-1/2' HEX HEM SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE ODOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HUGHT P05FM NEGATIVE POSITIVE NEGATIVE 15'- 0" 7'-0" 18.7 20.8 28.1 31.2 16'- 0" 8'—O" 18.7 20.8 28.1 31.2 1NOTE: ALL NON-OESCRFnVE FASTENERS SHOWN TO BE 1/ 4'-20 X 5/6' HEX BOLTS t NUTS OR 1/ 4' X 3/4' LONG HEX HEM SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IA-1•r. Stl.TVO—r-uv LISTED THE TABLE AA TESTNG TO ANSI/OASMA 108-05. -92-9 500 1737 INN9724OETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. P'Orwx"'Ks godpreKaAe only tervAnfiC4UonInAbodoonRnA: ibn AAb1A. USE ONE EXTRA SELF ORLIING SCREW THROUGH TOP LEAF OF HINGE, ENO ST6. E t R.W.. TYPICAL FOR E404 CONSTRUCTION I STRUTS OPTIONALSSB GLASS LIGHTS I6' (OOUBLE CAR) OPTIONAL LONG PANELCENTERSTILES (; COLUMN51 EMBOSSES CENTER HINGES` 3 COLUMNS) 20 GAGE ENO STILES GE CAP 4L4E— F oflS" 2.75' rl DETAIL A DETAIL C 3' 20GA WIOE STRUT (16 X 7) 3' ISGA WOE STRUT (16 X 8 I IH. I NOTE: DOOR MUST BE n45TAt1Eo WITH EITHER jN ELECRBC OPERUTOR TRACKS RI I Y % 116'/\ DETAILBONI. p(1EN90N SPRINGS). NOTE: GLAZDEBRING DOES NOT SATISFY S REQUIREMENTS NFBC PACT 116' ` , ^ X lXJ FL 15080 P 0. Box 8915 A RE30R DOOR72z9-eis501) 562- 1872 724, 426, 730, 735. 750. 755 PART NAME: MNOLOAD RESIDENTIAL PAN DOOR 12/15/ 11 RLB TOLERANCE Wl 8 2866 3/ 10/08 RL8 FRAC•* 1/64 DEC. 1:. 015 NEXT LEVEL OATS; DWG. NO. 2848 11/ 1/07 RLB ANG• * 1' 11 1 07 99-8-079 E.C. N. DATE: APPROV. NONE PLOT SCALE ORN. BY BH SHT 2 OF 3 f Florida Building Code Online fET7T7 Page 1 of 4 Regulation r MIN TIM F 011C Dept/ eTltaf eas Home I too in I user Registration I Hot Topts ( Submlt Surcharge ( stets 6 Facts I wblicatwns I Fec Stan ( eaS Site Map I Links I search Busines %%;, Product ApprovalProfessirAUSER: public User Regulation product Approval Menu > protlutt or Aoolltatbn SnrM > Aooflotbn List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@mIwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE EZ- Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 ida Building Code Online Page 2 of 4 t Summary of Products r i FL it IModel, 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 H Install - 3540 SH 36 x74 FIn.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 li Install - 3540 SH Fin 36x84.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 27676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 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.Ddf 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.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/IZ/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.udf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: building.org/pr/pr_app_4tl.aspx?param=wGEVXQwtDqvFGYZsjrZFR6fG I... 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.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. Units must be glazed in accordance with FL17676 R2 11 FL17676 Rl II Install - 3540 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2027 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 S11854B 12S2.odf Created by Independent Third Party: Yes 27676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C- CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Lmfts 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 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 27676.11 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 1I 08-01371B ll.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfioridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Tr Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 RZ II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fis 52x84.tldf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-309-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 4802 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 308x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed In accordance with EL17676 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: aadt N© Contact Us:: 1240 North Monroe Street. Tallahassee Ft. 32399 Plane: 850-487-1024 The State of Florida is an WEE-0 employer. Coovrfoht 2007-2013 State of FkwWa.:: Privacy Statement:: Accessibility Statement:: Befund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.407.1395. -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 email; provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., "se dick I)lLfr• Product Approval Accepts: CreditSAFE https:// floridabuilding.org/t)r/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Validator, / Opefations Adminl*"bor) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION E" A Ths'otbdud describef! below is hereby approved fof Gsiyrrg•in.the aext issue cf the AAMA Certified Pmducft Directory: The approval Is based. on suci;essful rompletIon of tests, and the reporting to the Admin)stmtor of the results of tests. aeoopVaNed by related drawhrgs; by anAAMA AccrW1 d Laboratory. 1.7he listing below will be -added to the next published AAMA•Certified Products Directory. SPECIRCATION- RECORD OF PRODUCT TESTEDAAMA"DMA/C$A 101/1.S2JA440-08 LC-PG40•-014x2134 (36 rtU)-H Negative'Design pressure = -60 psf COMPANY AND CODE CPD NO. SERIES MODEL..'& PRODUCT DESCkWhON MA>DAAUM SIZE TESTED MI Windows b Doors, LLC 7157 3540 SH (FINLESS) PVCxO/A)(IG)(INS GL) FRAME 914 mm x 2134 mm .. SASH 86i mm x 892•mrn Code• MTL. REVV"LT)(ASTM) 3'0^ is 7'0'j Z_ This Geriification will expire.July 27, 2020 (extended from July 27,:20.15 per AAMA 10344a) and requires validation untilthen by continued listing.in the•cument AAMA Certified Products.Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1916.01109-47. Date of Report: August 15, 2011 Date: April 16,1015 Cc: AAMA JGS ACP- 04 (Rev.Ill 1) Validated for Certification h, 4X led Laboratories Inc. Authorized for Certification TZ- Q Ameri& AArchitecturai Manufacturers Association 36' MAX. FRAME WIDTH 4' MAX. ANCHORS TO BE r 0/EOUALL" SPACED. SEE ANCHOR CHART SHEET I FOR LIMIT SIZE AND ANCHOR QUANTITY O / 84' MAX. FRAM I (EIGHT X L a^ -TMAX. t SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE R477NO IMPACT RATING 40.01-50.OPSF NONE Number of anchors requIred of each omb Helght in) Penelwldlh M 24.0 30.0 36.0 24.0 2 1 2 2 30.0 2 1 2 2 36.0 3 1 3 3 42A_ 3 3 3 46.0 J 1 3 3 54.0 3 1 3 4 00.0 4 4 4 56.0 a 4 4 72.0 4 4 5 75.0 4 4 S 8114 4 5 S TABLE OF CONTENTS SHEET NO. I DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES INSTALLATION DETAILS RGISIONS 0ESCRVMH an ""to-' o NOTES: 1) THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS 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 114E ARCHITECT OR ENGINEER OF RECORD. 3) IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOF 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. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEP.EIN. WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF-104S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER /STM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN K1NO BORNE QEBRIS REGIONS. 9) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK.TO BE 1/4'. 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE R8 WOOD SCREW' WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/16" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSIOrI RESISTANT. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT 6E USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPFCIFIC CRAVITY OF G-0.47 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY,— STRENGTH CONFORMANCE TO ASTM C-90. GFADE N. TvPE I !OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ, PA 17030=0370 J\ • . SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW vG6H pFg(p o *= STEEL REINFORCED — NON —IMPACT 36" X, 84 ELEVATION, ANCHORING LAYOUT AND NOTES T p A 0 ;.& iv eRAqu: Oei: NO. RfY j• V.L. 08-01372 NTS IO K 10/17/11 1Smlm 1 OF r WIN acascv+; Mcrapf" WTJ: I AVFN0v10 2X UUCK/WOOD FRAMING BY OTHERS. 2x BECK TO BE PROPERLY SECURED FLANGE TO BE J 9 SET IN BED OF 1/4" MAX 1 3/,6- MIN. 1/4' TA.AX APPROVED SEALANT SHIM EMBEDMENT SHIM l— HEAP TO BE SET IN A BED OF APPROVED r- Q8 WOOD SCREW CONSTRU TION SELANT A INTERIOR 2X BUCK/WOOD FRAMING / r 1I-,' BY OTHERS. 2X BUCK TO EXTERIOR --_F L i T INTERIOR BE PROPERLY SECURED \ I• J EXTERIOR FLA?ICE 10 BE - SET IN BED CF SILL TO 6E SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION BED OF APPROVED 2X SUCKAVOOO FRAMMIG INSTALLATION CONSTRUCTION ADHE SNT u 1/4- MAX. FLANGE TO BE - I SHIM SET IN BED OF If F APPROVED SEALANT 7X BUCK/WOOD FRA)J!NG VERTICAL CROSS SECTIONBYOTHERS. 214 EIUCK TO RE P:OrCFLY SECURED 2XSUCWW000FRAMMINSTALLATION NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS. N01 SHOWN FOP CLARITY. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ, PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT W X 84 INSTALLATION DETAILS CM4RN: O G NO• °f V.L. 08-01372 wcua NTS 10/17/11 1 s1w2 OF 3 N\\ \SttR I IL0 ,// r;ENs f O's AA:>OtRY/C,ONCREI E BY OTHERS oPTIoVAL IX BUCK BY OTHERS, Ix BUCK '10 BE PnOERLY SECURED SEE NOTE 3 SHE£f I FLANGE TO BE SLTIN UED OF APPROVED SEALANT EXTERIOR FLrrIGE TO BE SETIN BED OF APPROVED SEALA14-1 OPTIONAL IX DUCY. Br OTHERS, I BUCK TO BE PROPERLY SECURED. SEE NOTE 3 SHEET I e 1/4- MAX, j SHIM HEAD TO BE SET IN A BED OF APPROVED CONSTRUCTION SEALANT INTERIOR T SILL TO BE SET 114 f CBED01 OF APPROVED CON57RUCRON ADHESIVE 1/:- MAX. STIILI V• V VERTICAL CROSS SECTION MASONRY)CONCRETE INSTALLATION a.vok. iaUckmIUMIMSC oPR,T''0 1 1 / 4" MIN. 1 /4" M" EMBEDMENT SHIM 3/16" TAPC:ON MASONRY/CONCRETE BY OTHERS INTERIOR 0 2 Si8" MIN. EDGE GIST. I OPTIONAL IX BUCK BY EXTERIOR OTHERS, TX DUCK TO BE PROPERLY SECURED. SEE FLANGE TO BE 140TE 3 SHEET T SET IN BED OF APPROvEO SEALANT HORIZONTAL CROSS SECTION MASONRY,WNCRETE INSTALLATION L1A;ONRY/CQTJCRETE NOTE: INTERIOR AND EXTERIOR, FINISHES, BY OTHERS, BY OTHERS NOT SHOWN FOR CLARITr. M650WINDOW DOORS sS IR.. L0/zz. MARKET'SSTREETESTARKED PA 17030-0370 HST; GRANTZ, v,•0 ,d+ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW QSTEELREINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS owr 1,a L. 08-01372 - V'Zr"'NTS" i/ S/0NAj1` 10/17/11 '3 OF 3 U L. Roberlo.Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695- Tl)omas@lTlonlaspc.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz,-PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finiess PVC Single Hung Window — Non -impact Report No.: 511989 CompGanC0- The ab6ve'mentionad.pioduct has been evaluated for. compl'rande with the requirements cf the Florida Department of Community Affairs for Statewide Acceptance per. Rule 9N-3. The product listed herein complies with requirements of the Florida Budding Code. Suppii,*# To'Onrcal Documentation: 1. Approval,document drawing number 0"1372, tided, Series 3540 Rnless PVC Single Hung Window— Non - impact sig(fed and zealed_by Luis Roberto Lomas P.E. 2. Test report No.;131910.01409AT, sigh6d-and sealed by Michael D. Stremmel,-P.E. Arphitecti"I Testing, .Inc; York, PA AANIA/WDMWCSA 101/I.&VA440-05 Design pressure: +40.101-MA301 Water penetratlon resistance 6.06psf 3. Anchor'calcuiations; *report number*511989-1, pnepaited, signed and sealed by Luis Roberto Lbrrias P.E. Liinita8ons and Conditions bf use: Maximum design pressure: +40.0/--50.0 psf W)amum unit siia: 36" x W Units must be glazed per AS'f'M E 1300-04. Frame and sasli material: Extruded Rigid PVC: Sash:We and rails and fixed hU.w ng rail reinfon*r69M: Roll formed steel. This product is not rated to be used in the HVH4 This product is not impact resistant and requires impact'Orcibctibn in wind bome'debris.regions. nstailation: Units must be Installed In accordance with appncval document, 08-0137?. CwWricadbo of Independence: Please note that I don t have nor will acquire a financial interest in any company, manufacturing or distributing the *Wuet(s) for which this repoit is being issued: Also. I don't have nor -will acquire a financial interest in any other -entity -involved m the approval process of thb Iisted'product(s). 1of1 It I li0 4-.TAT OF ; cv NA"\ Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 1 Florida Building Code Online Page 1 of 4 FL17676.16 Business & Professional Regulation SOO d 90S Moore I Log ID I user nroktratlon I Mot Topaa subina Surcharge I Stolz a Fags I publications I Fec stun I eas sne Map I uni s I search I Busiin7es product Approval Professi I 0USER: vubk User Regulation I rh,oeuti ADDmval Mmu > Roduet or ADDII®tbn Search > ADDlimtlDn LLat > Application Detail FL # FI-17676-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/Emall Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Ci MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger®mlwd.com Brent Sitlinger bsitlinger®miwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE m Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 httvs://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 - Summary of Products FL* Model, Number or Name Description 27676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.0df Approved,for use outside HVHZ: Yes Quality Assurance Contract Expiration' Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Instillation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 FI h.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved foruse in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed In accordance with FL17676 R2 II Install - 3540 SH fin 36x84.0df ASTM E3300-04. 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 40x66.0df 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 to accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant; No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other. R-PG40. Units must be glazed in accordance with f117676 R2 II Install - 3540 SH Fin 44x63.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Greated-by-Independent Third -Party.. •- - 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 17117676 R2 C CAC APC 3540 Fin 44x72.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant.• No 08/01/2027 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 1 3540 SH 1 44x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2027 Installation Instructions FI 1 7r.7f. D7 11 7...11 - 7CAn BIJ n. "-ne .dr Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=vGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 17676.7 13540 SH Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed In accordance with ASTM E1300-04. Evaluation Reports Created by Independent Third Party: 52x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 35Q Fin 52x84 udf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 11 FL17676 Rl II Install - 3540 SH Fin_ Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes E 17676 R2 C CAC APC 3540 US 36x74.odf Quality Contract Expiration Date Impact Resistant: No 2Assurance027 Design Pressure:•+35/-50 Installation Instructions 7.odf Other. LC-PG35 FL17676 R2 II 08-01252B Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other. LC-PG40 FL17676 R2 II 08-M372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fl 17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FLt7676 R2 11 08-012478 10.0df Verified By: Luis R. Lomas, PE PE-62524 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2_ AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48z96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fi 17676 R2 C CAC APC 350 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 08-01371E 11 Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finiess Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 RZ 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 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.ndf ICreatedbyIndependentThirdParty: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Asswance Contract Expiration_Date. Impact Resistant: No 04/12/2017 Design Pressure- +30/-30 Installation Instructions Other: R-PG30 F11:7676 R2 I1 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513026A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH S2x84 Finless Frame Limits of Use Certification Agency Certificate Approved for. usein-HVHZ: No FL17676 R2 C CAC APC 3_S40 FiS 52x84.ndf Approved for use outside HVHZ. Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-2S Installation Instructions Other. R-PG25 FL17676 R2 II 08-02514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 AE 512141 3540 Fie 52x84.odf E2Created by Independent Third Party: Yes 17676. 15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ- No fL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes It2 C7326.01 3540.AWS:IG.FIN.48X72.R35.(072016) Impact. Reslstant:.No. Rey,nd[ - - Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other. R-PG35. Units•must be glazed in accordance with 07/20/2016 ASTM' E1300-04. Installation Instructions-- EL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested). odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: i7676. 16 13540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL176M R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/22/2017 Design Pressure: +3S/-50 Installation Instructions Other. LC-PG3S. Units must be glazed in accordance with FL17676 R2 It 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: PQ ji= :: 294D North Home StreeL Wahassr_ FL 32399 Phone: 8SO.487.1624 The State of Florida N an AU1 M employer. Cooviloht 2007-2013 State of Flarlda.:- Privacy Statement :: Aticesslalaty Statement :: Refund Statement Under Florida law, ernau re addressesapublicrecords. If you do not want your e-mail address released In response to a public -records request, do rat send el.I w Ic mall to thk enftty. Instead, mrdatt the office by phone or by traditional mall. If you have any questions, please contact $50.487.1395. •Pursuard to Section 45S. 275(1), Florlda Statutes, effective October 1, 2012, licensees 0, ,r Id under chapter 45S, F.S. must provide the Department with an email address 9 they have one. The emails provided Envy 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 am be made available tu the public To determine If you are a licensee under f7apter4SS, F. S., Please dick b{W,,. Product Approval Aooeptis . CreditSAFE https:// floridabuilding. orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 AAMA CERTIFICAliON PROGRAM AITHORI*ATION'FOR PRODUCTCERTII=ICA'"ON MI Windows $ Doors, Inc. P.O. Box 370 Gratz, PA 17030.OWD Attn: Rick Sawdey n M*.#mduct.dedgfltied-below 1s hareby 8pMod fot fft 1n ilia net issue of the AAMA£OML-d Pit duds Db.Wm, . -n* a— m- , al is tiati rl?t suul tkrinpletlon Ytes s, and the reporting i41he gdrtdnlspa or tithe tesulis of tom, aoopmpanigd by related drawing. b7 an AAMA AC ed ted 18boratory. I. The listing below W11 tie added'td the neod pubUsfied.AAMA testified Products-Dkeobry. PF.GIt- CAT= RECORD•OF ORGOCTTRS(ED AAMAAWMAC1lO"11.5:71144 " LC G35'2t3117i 186T t10ti Negative De ftnPressure- -50 pst CO MPAf'i%AI D CVDE Cm NO. SfrRIf= S 1YIODE'lA iPRODUCT, flESCRlP7tON ; MAXIMUM SIZE TESTFD 3m TRIPLE SH {NINj RAMt: SASH M11Afxldoiivs 8 Doom Irw. 10817 PVC}(OhCOI;t_Ol)tj IG} ZT311i11Tf it'11 7.mm 860:rptp % 919 r gr1 Code: IM jW3 GLj(kM F)(M4 (ASS tgjr x li'.7") j (riv x SW) 2- This OertlBcadori vAll expire Aprll .12, 261.7_ and'requhes validatlpn unb7 then by oontlnued listing in the cement AAi AA OertlUetf ProduCISUrectory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-47 Date of Report May,7, 2013 Date: Maya, 2013 Cc: AAMA JGS ACP- 04 (Rev. 1111) Validated for Certification J ! laborabnes, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ. 2' typ Tr 2' o.c. max, W CLEARANCE ALL FOUR SIDES) ELEVATION toe' rtASF 6Y OTH Anchor OSisita ctia Min! Edge iv SILL DETAIL HEAD DETAIL Notes: 1. Installation depicted: bused off of structural test report C7327.01-109-47. SIZE HEADER AS EDN 2, Wood screws shall satify the National Design Speeifleation for Wood under Construction for material type and Dwlk oertmetw, of. dimensional requirements. Nailing ffn before 3. Wood buck installations are assumed 2x iostening: S-P-F (C-0.42) or deriver. Buck width shall be greater than the window (rams. 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 sholl: be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thicknese .of 1/4' permitted of each fastener' location. Shims shall be load bearing. non - compressible type, fi These drawings depict the -details necessary to most structural load requirements. They do not address the ga AS air infiltration. woler penetration, intrusion QUIRED or thermal ppeerformance tgquiroments of the installolfon. oRYwAu 7. Instollation shown.ie that%of the test window for the sitF •shown• and the OWM WITH 1/2' design pressure Eldimed. For window rr - .- '- : _'.- sizes smaller than shown,. locate SHEATHING) MUST -ACHIEVE t-1/4' fasteners approx. 2' from comers and PENETRATION• IN70 STUD.. no more than 12' on center. Desigri Pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN: PRESSQRE' CWIRi FASTENER TYPE,ANDIPACM Sf1 M' WILL ALLOW DEMN; PRESSURES UP TO +35/-50 UMfS. UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT'SIZE ;D APPUCABLE DESIGN PRESSURE UMITAilONS) Min 'EdS, THING s eDletonci v i . m g e V. M. R. $20-a INkA sTnENN- S EODUENS — FIN— amen JAMB DETAIL WAD WUtdovue `.Dobl' tt 3r540 .Single Hung NONE A: 1 Continuous Head and Sill °`"' Gratz, PA' . l • 3546 SUN CSN FIN FLANGE e r! c'] NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E 1300-04. 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. I TABLE OF CONTENTS I SHEET NO. I DESCRIPTION NOTES ELEVATIONS INSTALLATION I wv I oEttavnwr I arc 1 —0 1 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MAVUFACTURER'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, 3500SOLITES, 3500SP, 3540PX, 3540T, 3540SOLITES, 3540SP, 3250PZ, 32507, 3250SOUTES. 3250SP. 3240PW. 3240T, 324OSDILITES, 3240SP, 3500HPPW. 3500HPT, 3500HPSOLITES. 3500HPSP, 3580WP, 3580T, 3580SOLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES. S-3500SP, S-3540PW. S-3540T, S-3540SOLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW. W-3540T, W-3540SOILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSOLITES AND 1255HPSP. TqJm_ OFI.-'_t p QLA's3 SIGNED: 0211712016 MI1111// DOORSWINDOWSIWDOWEST LdMARKEANDTREET GRATZ, PA 17030-0370 J`s•fI.. GENSF •s i SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT rf1<= NOTES AT OF ty N.G. 08-02859 - 'Oj 7ONAl sus: NTS -r 02/04/16 T1 Of 3 2' I FI HI 96" MAX. FRAME WIDTH MAX I10' MAX —{ O.C. 2" MAX 2' AWX JJ 10" MAX i0' O.C. AX. AME IGHT SEI FOI 111 OFOF SERIES 3500 FIXED WINDOW 2 MAX J EXTERIOR VIEW FIN INSTAU ATION DESIGNPRESSURERATING WACTRATING 40.0160.OPSF NONE NOTES: 1. MAXIMUM D.LO.: 92' X 56' 2. (2) 1' X 1/8" WEEPSLOT AT 2' FROM EDGE OF SILL FACE I Haight CHART ®1 NUMBER ANCHORS REv ocsuavroN son OAR 1 APPMM J:jZ,1't-P'1 L. `i' Y.M.D 80-S'3 r(_ 0 SIGNED: 0211712016 MI WINDOWS 'AND DOORS 111111IIIii STREETTMARKET650 GRATZ,SPA 17 30 0370 v -%GE'va*- ''' S F• 0 6SERIES3500FIXEDWINDOW 96" X ELE NON -IMPACT ELEVATION AT OFOTd ; ` f, OPA aac as 08-02859 kORIa aO 710NA1N1VsourassNTS02/04/16 2 OF 3 o APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SNT BEHINNDDAFIiN VERTICAL CROSS SECTION WO00 FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE WOOD FRAMING BY OTHERS 86 WOOD SCREW 1 1/4' MIN. EM61EOUENT APPROVED SEALANT BEHIND FIN 3/8' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR RrASOG COMPTON MTf IPPROVFD JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4' MAX SHIM SPACE NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOIN 'SEALANT BY OTHERS TO BE ' DESIGNEOINACCORDANCEWTHASTME2r12'T ` F.. FRAMING BY OTHERS O SIGNED: 02117&016 DOORSMIWINDOWSIWEST1 ae! il0 MARKET GRATZ, PA 17030-0370 J\ g q i SERIES 3500 FIXED WINDOW 96" X 60" NON-IMPACT FIN INSTALLATION DETAILS 6O04 ATEaiFrcO;a tt; G''' OIGR T: GN DRAW:w c NO, Rev N. G. 08-02859 - pIAL ,a\ WAL NTS °'m 02/04/16 9W3 OF 3 r Florida Building Code Online 18504.27771 Page l of 3 Professional'-r r BCIS Home E Log In E User Registration E Hot TOPICS E Submit Surcharge E Stabs a Facts i Publications E FBC Stall [ BCIS Site Map Links E Search E Product ApprovalTra O USER: vuDtic User Product Approval Menu > Product or Aoollutlon Search > Aoollcatbn List > Application Detail FL N FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived L, 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 bsitlingeromiwd.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 01 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 CI Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.Ddf 1710.5.3 Method 2 Option B https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 3/8" COMBINED WIDTH Wt-{ W2 P FRAME HEIGHTWINDOW WINDOW MULLION SCAN) 107 3/8" COMBINED WIDTH wl 1- W2 38 FRAME 'WINDOW WINDOWfNOOW MULLION SPAN) ` 107 3/ 8" COMBINED WIDTH I w2 83" w J J WINDOW FRAME HEIGHT W/NDO I, 11MULLION P / f Wl -»{F- w2 107 3/8' COMBINED WIDTH cosign Prasure eating (06) Units anchored Into wood fhmfng Mullion span (in) Tributary 1&1323,50 Width 3a00 1 4Z00 Ovill 14. 00. 5213 25. 00 130.0 130.0 00,0 130.0 130.0 130.0 37. 3a 130.0 130.0 127.2 127.0 127.0 127.0 49. 03 120.7 94.3 77.9 73.8' 72.1 72,0 62. 00 92.4 70.6 56.0 51.5 14&8 65. 63 8&5 856 51.7 47.3 44.4 43.0 72. o0 77,8 5&7 48.0 41.4 36.5 31.0 8400 02.1 4&0 33.1 29.1 26.3 24,9 107 3/8" COt/ BINED WIDTH Y11 I r W2 8 Ll FRAMEWINDOW HEIGHT MUL'_ ION SPAN) 107 3/8" COMBINED WIDTH w1 -{ I-1- W2 J J WINDOW jj FRAME HEIGHT NQQ WINDO 5 y AN) J f Wi - h- W2 107 3/8" COMBINED WIDTH REYSIONS REV GEScwpT1oN 041E APPROVED REVISED INSTALLATION DCTAILS 08/07/15 1 R.L. 107 3/8" COMBINED WIDTH WI w2 I_ ` 3' J / WINDOW FRAME J HEIGHT /// WINDOW MULLION SPAN) w i wi -•-I 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WID IN DOES NOT EXCEED 107 3A1•'AS SHOWN HEREIN Design pressure rating (pall Units andwed Into meson conaeto Mullion Wanan) Tributary 1& f3 25,50 wid 36. 00 4Z00 In 4800 1 5Z13 7100 130. 0 130.0 130.0 130.0 130,0 130.0 37.38 130 0 130.0 130.0 130.0 130.0 130.0 49,&T 130.0 130,0 IWO 130.0 130.0 130A 6Z00 130. 0 116.d 87.8 78.3 73.9 71.5 65 63 130.0 98.6 7Z9 6A5 W.5 58 2 7Z00 99. 3 72.4 540 4&1 44,0 420 b1.OD 62.1 d5.0 33.1 29.1 2&3 24,8 LARGEAND SMALL MISSILE IMPACT, LEVEL 0. WIND ZONES DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS QIZIWWN. V u W. V.L. 08-01445 VALE NTS 104TE 01 / 1 1 / 12 SMOG 2 OF 3 SIGNED: 08/ 07,12015 IR to v ..GEIVy' 9s i STATE OF • A o OR1CP• ?: SSv0NAl1E G\ i I L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 diomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line., M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and' Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 118" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Legions, 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 aoquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being Issued. Also, 1 don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). iofI S R L v•• . GENSF9/ o,,,6 51 ••'k = OF4.-uTE c OR1OP• S ONALI0? Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 r Florida Building Code Online Page ] of 2 l Business Professional • 1 rA Florida pad aus tams 1 log m I user Registration i Hot TopicsI submh surcharge I sues s Fans I Pub*mftns I vac srse I BM SUB can I unJa 15®RII I BUS l 2S Product ApprovalPro, Ssi i al USER. Public User Replati0ri. py;;d , > EO IIPnldS > Appirootien oeaa FL g FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American ConstrucUon Metals Address/Phone/Emall 5140 W Clifton Street Tampa, FL 33634 813) 884-0444 lyle. pestowoacm-metals.com Authorized Signature Vivian Wright rlccw®rwbldgconsulunts.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Vi 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 1. King, P.E. i0 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 Standard Y= ASTM E330 2002 Method I Option D https://www.floridabuilding.orglprlpr app_dtl.aspx?param—wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 MA. AMERICAN CONSTRUCTION METALS S140 West Won Street Tampa. FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance wilh the Sth Edition (2014) Florida Wid ng Code excluding the I tgh Velocity Hurricane Zone" (HVHZ). 2. Product anchors sholl be as (bled and spaced as shown on details. Anchor embedment to base material shall be beyond won dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering onoysb. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2" x T batten strips. S. Aluminum soft shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 TASW OF f:OK F SNEFro 0=W WN 1 T elevations a notes 2 Pare( detab _ 3 SaW detab a design pessm 4 Sault detals a d n s S SoFfd design preSstaes a bl of nlatellals TRIPLE 4 ff4 T4012(411s•T1 M T4014 (DWr P" QUAD 04011011rIHM G404(aIND f R o - K: JK oac or: lF5 oMsaola. FL-12019.1 11 SPAN' OAR ROOF OVERHANGS AN ' A ' ROOF OVERHANG ROOF OVERHANG,( I 4' u RoofROOFROOF FRAMFRAMM ING ii `.,.....-• `,` f§ gFRAMDIG, C4 ALUMRWM Q { ALUMRIUH FASCIA -m 3 rAsclA 'TRIM TRIM / 4 L R1 OR `.. SOFFIT— ENO OR v 4 SOFFIT EMU OR SOFFIT WOOD WOOD SEE OIIA0.' A' Noon sEE OEFAII' C' FRANEO SEE (SAIL A • FRAMED aFRA1O:l1D Sff OETAIL' B' EE DETAQ' 0 • SEE DEIA(L' C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/7-CHANNELS SIDE VIEW - SINGLE SPAN w/]-CHANNEL m Sllorm a Inmrhmdlo ) (Sham M onaslRa "cudg9m) (Sham ad uuwf "anWem SINGLE SPAN LENGTH A' DESIGN PRESSURE (FSf) POSITIVE INEGA71VE B' 70.0 141.0 10 60.0 60.0 i2• 50.0 50.0 14' 38.5 39.5 u• 30.0 30.0 34 OiSCM BY THE ARCTIRECF OR L OF RECORD DETAIL" B" F-Chonnel TRIM NAIL ATTACHED THROUGH FASCIA NOTE 016'O.0 MAX EANEL OVEUTA AGN TiBhl BOTTOM OF FATCIA FLAT STAPLES MALLED 0 -- — ELDOFPANELAMD B' MAIL OoC SEE OEOUL-J'. SHL£T M 1/rfMAX — 6 DETAIL "A ". Fascia STAPLES MSTAIIM 0 24C O.C. (INTO WOW) ON FCHANNEL LEG OR T44ML 017 O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 01 T O.C. (INTO WOOD) IN FCl4ANNEL SLOT OR T-NAIL 017 O.C. ONTO WOOD OR MASONRY) STAPLES LOCATED STARES INSTALLED 017 O.0 (NO WOOD) N JCHANNELSLOT OR WAIL 017 O.C. DETAIL" D" J-Channel Fascia N STAPLES MALLEO 01Y O.C. (NO W0001 4 ` N J•CHANNEL SLOT OR T-MAIL 017O.0 I o MFO WOOD OR MASONRY) STAPLES LOCATED 2P O.C. MTO FRAMMG —7 I 5' 2 1G MAX DETAIL"C" J-Channel we JAIC9. wac N.T.S. bnn o- JK a SUBSTRATE NOTF3: cm w. LFS a 1. WOW SUBSTRATE G - 0.42 OR OEM Iw a2. MASONRY SUBSTRATe 3.000 PSI CONCRETE (ACI3DO FL-12019.1 OR HOLLOW BLOCK (ASTM C90)• T .,, a a nrml DEWNPWN MATIFEAL 1 FASC IA .021 r THK. AL 3105 - H14 ALUMINUM 2 - V A155- THIL AL 3105 - H24. - ALUMNUM 3 P CHANNEL.015r THK. AL 3104 - H19 ALUMINUM 5 QUAD 4 PANEL Al ISOR.013rTHICII AL 3105 . ALUMINUM 6 TRIPLE 4 PANEL .0115 OR .0135-THICK) AL 3105" - ALUMINUM 7 15x1-/4"TRIMNAIL S.S. B 1 18' GA. X 1/4- SS STAPLE / 7/F MIN. FMB STD 9 7' X 2-BATTEN STRIP (G-AZ OR BETTL3t( WOOD 101 APA B-C. GROUP 1 EXT.1513Y PLYWOOD OR BETTER WOOD 11 097" DIA. T-NAII twlSff MN. EMBEDMENT) Sm 12d X 3.1/4' IX2 VERSICAL HD. GALV, Sim FRAMING (G>- W COMMON HAILO 24.O.C- ATTACH w/ 2sd COMMON NAIlSw/ 13/4-MIN. EMIT. 7 OTOP TO ROOF gtAMNG DETAIL " H " 8 STAPLES NSTAllID 0 IND OF PANEL AND Ir MAX O.C. - SEE DETAL J I MAX UWAIL J to ROOF CVERHIWG SPAN ' A ROOF MIRG I W * G^ j o 8..Y S SEE DETAIL' 8• RHEEr3) olfij O 06 a 1•i 12dX341Z (-_ s-== ` = CMu Oq NJ). GALV. STEEL - - - i KUOO COMMONNAILO24'O.G SEE DETAIL -A'`i - FRAMED US w/13/d-MN.dNB. (51LE331 coNm+LloISEEDETAaNBATTBIOa 4 SPAN e STAKES 04FALLED@ SIDE VIEW - DOUBLE SPAN w/BATTEN END OF PANEL AND (shown w/ 1>russ/Tmadng antllcver} r MAX. O.C. SEE DETA0. J 9 DETAIL " I" MN SPAN LENGTH w/CONFINUOUS BATTEN A OESRiN PRESSURE RSF7 POSITIVE NC4A11 14• 70.0 70.0 18' 66.5 66.5 20' 60.0 60.0 27 64.5 54.5 2r 50.0 50.0 SPANA ROOFOVEI"G SEEDETAIL" G- PEET4) ROOF FRS SEE NOTE 2 CHU OR wow I• 1 I 1. SEE SffOETAQ' 1• 8. 11 FRAMED DET' a. A - PM 31 . .... SIDE VIEW - DOUBLE SPAN w/BATTEN . Shown w/ frumomadn9 avehon8) CONNECTOR NOTES: I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENG04M OF IffCORD 1. WOOD SUBSTRATE: G n 0.42 OR BETTER 2. 12d COMMON NAIL OR 3111i ITW TAPCAN CONCRETE SCREW Z MASONRY SUBSTRATE UM PSI CONCRETE (ACI301) MN. 1.1/4" EAABt3]mEm 9 2c oN CENTER OR HOLLOW BLOCK (ASTM C90). o 1 09 $ Lb W. JK or. LFS ; aea « oa 0 FL- 12019. 1 °o Ta_ Florida Building Code Online Page 1 of 2 Professional RegulationBusiness d' am Home I Lop In I user Iteobtralbn i Het Topics Submit Surcharge Stats 6 Facts Busines Product Approval P.r SSI . I u Regulation APOFAO n !cladPrednrtaAeertratlgnSeirts > e61114iIII&Aill > FL # F1.16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived W F publkaUm I FCC Stiff I KS Ste Map I Unts I Search Product Manufacturer Atlas Roofing Corporation Address/Phone/Emall 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins®adasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer t 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 22/31/2020 Validated By Locke Bowden fl Validation Checklist - Hardcopy Received Certificate of Independence K16305 R4 COI ATL3002 4 2014 FBC Product Evaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 PFoduct ApproveI Method Method 1 Option D ' Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL 0 Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions _.. Approved for use in HVHZ. Yes FL169D5 k. n • A W662A 2014'FBC Priodi c EVaivatlori Shinoles.Ddf • Approved for use outside HVHZ: 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 1E ATL1 02.1 20ig FBC ProductEMu aW. Sh InoS65.R4 Created by Independent Third Party: Yes commit us:: _ - 'Ftrerii: a5n:4M:tt;1e.. TM State of FInMa Kan AWffD ertpkhryar; : ee1iri"_......;"kk+r^h ::• :: Under Florlda taw. emWl addresses are public records tf you do not ward your e-mall address released In response l o a putdlc•record5 request, do not send electronic mall to this entity. Instead, - , a the onloa by phone or by traditional mall. V you have any duestbru. ptrxe contact 050.497.1395. 'Pursuant to Section 4SS275(l), Florida S1aWcas. I festive t>ctober 1, 2012. Ikerrsees 50112=0 under Qwpter 455. FS rroat provide the Deparorwd with an emal address r d wy have one. Whet erralls provided may be used for official communication with the loomm Hoverer emall addresses are public record. V you do not wish to supply a personal address, please provl0e the Depa.0.0 wIlh an email address which mn be nwde wallabk to the pubft To determine if you are a licensee under Owpter 455, F4, please, dick b=. Pr9duct Approval Aeoeylar FC 11:1 r::.rrf SAFE https://www.floridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT _ . _ Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE V" 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 duality Assurance: UL LLC (QUA9625) SCOPE Category:Roofing Subcategory. Asphalt Shingles Code Sections: 1507.2.5, 1507.Z7.1, 1523.E 51 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 0 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-M ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-M PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATI-437-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) A11-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100: TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 i2 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 20080 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 2909 Pa e 1 of 9 ATL13002.4 FL 16305-R4 _. ._ - 9 This evaluation reporfis provided for State of Florida product approVal under Rule 61G2D-3.* The mainufaclur* shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION. V L Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM•D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-0i 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-M ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with.a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with'a Ardmore & Hampton) dashed, thermally -activated, *self-sealing sealant stripe that 'complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) therrnally4aivated, self-sealing sealant stripe -that complies with ASTM D 3462; ProLAM7" 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 PlnnacieO Pristine architectural asphalt shinglewith two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StonnMaster® 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.• StonnMaster® 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. specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION_ GlassMaster® 30 & Basic Wind Speed (VwJ: Tough-MasterlD 20 Basic Wind Speed (Vmd): 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. 15132 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12.• Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using efther'4 Nail Pattern" or'6 Nail Pattern' detailed below. 75 T 1, Plana w w w w w w one. 4 I-12- —+— ' t 2-—--12' Figure 1. GlassMasterO 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36r Nails .—. 12----12"—. Figure 2. GlassMaster® 30 & Tough-MasterO 20 6 Nail Pattern 3019 ATL130D2-4. - _ _.. _ rL. wvr This evaluation reportis probided for State of Florida product approval under Rule 61G20-3. The manufacturer.shag rRn 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. CR EEK TECHNICAL SERVICES, LLC Prol-Wn Architectural Basic Wind Speed (V,m): Basic Wind Speed (V.Q: Deck (HVHZ): Deck (Non-HVHZ): Und6rlayment 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. I'n 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 e'rther'4 Nail Pattern' or *6 Nail Pattern' detailed below. 19T r u 0 0 0 0 0 0 M fm ,G o 0 0 0 0 0 6• • Ilf r 1 Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002A _ _ FL 16305_R4 _Page 4 of 9 This'dvaliiaGo'ti rbport-is-prcMded for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEL{ TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vut): StormMaster@ Shake Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max..194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements: Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below; Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or "6 Nail Pattern' detailed below. 3*&V MTV Cr O O 'O ] 1"1' t . , i " f r = `J °C C C- Q L-J C1 , jr Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 2! 3W w, 12 W „rw,MOMVrw,b 3W r ,. 000r 0000; C9Q 0C o=. oo° 000i c,000 = 67W Figure S. Pinnacle® Pristine and StormMasterQD Shake 6 Nail Pattern ATL1309Z.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. O' C-REEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed {Vw): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayrrient Min., slope: Installation (HVHZ): Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asohalt•Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in..OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and. manufacturers 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 Pattem' or'6 Nail Pattern' detailed below. Figure 7. StormMasterO Slate 4 Nail Pattem Figure 8. StonnMaster® Slate 6 Nail Pattern ATUS002.4 FL 16305 P.4 Page ra 01_9 Thl"s'evalUNdI ieport"Is-provided for State of Florida product approval under Rule 61G20.4, 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 spectfically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro-CutO Starter Strip Basic Wind Speed (Vtdo: Basic Wind Speed Nod): Deck (HVHZ): Deck (Non=HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. Ir Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL jQ3. 5-R4 Page 7 of 9 This evaluation feport 1s'prdVId"ed 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. ECREEKTECHNICALSERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V,ol): Max. 194 mph ATLAS ROOFING CORPORATION Asphati shingles Basic Wind Speed (Vow): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 inL.OSB existing construction. Underpayment: 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.,. 1 12 ga. 1-1/2" ring shank nail I_ , . 120 1 r Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 ThIsevaTuation'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, recommendW'use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS - - 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. . 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COIAeUANCE STATEMENT _.... The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5°1 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. iii>I ri y'rrrr 4P STATE OF 2015.06.2 912:55:48 04.'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services• LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation.. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire. a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. END OF REPORT ATL13002A . FL 1 Trda evaluation -report -Is provided for State or Florida proouci approval unuui Ru G•o •+ • •w •••o•••o•µ•» ••••• • ••- - -__.. 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. Certificate of Authorization No. 29824 CR• E. K. 17520 Edint urgh•Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 57 EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507,2.5,1507.2:7.1,1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES' Entity PRI Construction Materials Technologies (rST5878) PRI ConsWction Materials Technologies (TST5878) PRI Constructlon'Materials Technologies OW5878) PRI Construction Nlateriat5Tech ologles (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TSf5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (rST5878) PRI Constriction Materials Technologies (TST5878) PRI Constr u lion Materials Technologies (rST5878) 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) Re 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 (rST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168.02-01 Standard ASTM O M61 TAS- 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM • D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01ASTM D 3462 2009 ATL13002A ... FLJ6,R4 .Pe841 of 9 Tfiis evWuation-report is proWdedlor State ofllorida productapp`rovaf Uriddf'Rule 61G20iB' The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. REEK ATLAS ROOFING CORPORATION. Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASSMOD 3161 20009 TA1995 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 3 Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough- MasterO20 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. Prot- AM"I 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/Scot:chgard 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. 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 4 FL 16305-R4 Page'2 of 9 This evaluation repor'i9"provided for State of Florida product approval under Rule,61G20-3. The manufacturer shall notify CRl 1C TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. G Gr TECHNICAL SERVICES, LLC INSTALLATION ATLAS ROOFING CORPORATION Asphalt Shingles GlassMaster® 30 & Basic Wind Speed (VW: Max. 194 mph Tough-MasterOD 20 Basic Wind Speed (Voo),, Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 in, plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. Undedayment In accordance with FBC requirements. Miri. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 54nch•exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed Installation (Non-HVHZ).. Installed with 54nch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail . PatterW or *6 Nail Pattern' detailed below. 36" T th- 1" Nails 4 12- 12- Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 1 Nails 12" Figure 2. GlassMasterO 30 & Tough-Master®20 6 Nail Pattern FL Of This evaluation r+ 64 is pmvfded for State of Florida product apyraval under Rule 61G20-3: The manufacturer shall notity 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 atln'bules that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMTO Architectural Basic Wind Speed (Vuu): Basic Wind Speed (Vera): 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. CISS 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 manufacturers published installation instructions. Shingles shall be attached using T Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or *6 Nail Pattern' detailed below. rye t7w»eeaew+ MWIW IIM 77 Y1.. f' r' rn 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Zff W.top +i+•ava.rn.wo+ r uTivV L..{;J. $o-a Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL73002.4 _ r •vwr.. This evatiiatibih report'is providW'for'State of Florida prodadropproval under Rule 61G20-3. The manufacturer shall riplHjr'CRF 1C Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use. or -other product attributes that are not specifically addressed herein. C'IEE'K TECHNICAL SERVICES, LLC PinnacleO Pristine & Basic Wind Speed (Vuri): StormMasterOD Shake Basic Wind Speed (Vero): Deck•(HVHZ): Deck (Non-HVHZ)r Undertayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 In. OSB existing construction. In accordance with FBC requirements. 2:12 'and in accordance with FBC requirements. Contact the. Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure:in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattem''or *6 Nail Pattern' detailed below. awr - a Ur r m 3. CM. G1 O C CJ G O C ,v Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Wk Figure S. Pinnacle® Pristine and StormMasterQD Shake 6 Nail Pattern ATL130D2.4' FL 16305-R4 Pogc3 5 of 9 This iiW156tiori report is-provided'for State of Florida product approval urider Rule 61.GW-3.- The manufacturer shall notify CREEK Technical Services, LLC of arty product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK: TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vwt): Basic Wind Speed (Vasa): Deck (HVHZ); Deck (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. 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. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 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. Installation (Non-HVHZ): Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation Instructions. Shingles shall be attached using either'4 Nail Pattern' or *6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StomnMaster® Slate Nail Pattem ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION4E'G= j GIV Asphalt Shingles TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vun): Max. 194 mph Basic Wind Speed (Vase): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with ABC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed in accordance with RAS 115 and manufacturer's published installation instructions:. Shingles shall be attached as shown below, Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturer's published installation instructions.. Shingles shall.be attached as shown below. ar L d s • I.W.r Figure 9. Pro -Cut® Starter Strip ir T ATL1300Z.4 ..FL.163p5 R4 _ Page 7 of 9• This evaluation report is•.pmvkW..forState of Florida produd't'approval urider Rule 61C%Wi3.: 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, recoinmended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„u): Max. 194 mph Basic Wind Speed (Veld): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation Instructions. The direction of the exposed end shall be away from the prevailing wind. 12" r 12 ga. 1-1/2" ring r shank nail f- T-_==___ 1z" I 6" r i Figure 10. Pro-CutO Hip & Ridge ATL13002.4 FL 16305-R4 rage o p1 v, This evaluation report is -provided for State of Florida product approval under Rule'61G20-3.. The marnifa wiw.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, mcomrnended 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 16 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 33-11 or less. 5) Depk substrates shall be clean,• dry, and' free from any irregularities and debris. All fasteners in the deck shal be checked for protrusion and corrected prior to underiayment 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)rudion's. Where discrepancies exist between these sources, the more restrictive and code.complient 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 COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 501 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 91.2:5 5:48 yr rr.,rr,•r 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. ATL' evalu Tectpltdl Seiaitcei u Tft tepo 1 specifically addressed END OF REPORT FL ie.9 of 9 CREEK is valid. are not f t Florida Building Code Online Page 1 of 2 Business & Professional Regulation- eas mme I uw re I user e I Hrods I Submu &IdwMe I Srso a Farts I vublrnuons I Fec itoirI kZ M KIP I uma 1510 as•or I Bu x Product ApprovalPro21C11..:ekusr:: R 4 Fl.15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Addressl/Phone/ Emall 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/ Emall 32923 Mission Way Mission, NON - US 00000 776) 945- 2891 elozano@interwrap.com Quality Assurance Representative Address;/Phone/ Emall category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer D Evaluation Report - Hardeopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida Ucense PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc - ETL/Wamock Hersey Quality Assurance Contrail Expiration Date 11/17/2015 Validated By ) ohn W. Knezevlch, PE 0 Validation Checklist - Hardeopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2. 3 1507.5. 3 1507.8. 3 1507.9. 3 1507.9. 5 T1507.8 https://www. floridabuilding.org/pr/pr app dtl.aspx?par --wGEVXQwtDgv3yWKJZlQ... 7/20/2015 Florida Building Code Online--5UPage 1 of 1 ' tip. Business & Professional • FU5 e pip ; r am Him tee in I user neptstratlar I Not Topes I submit &.Mharpe I sues a Fads I PuNcado s I FK leaf I SW sea map I hunks I search I Bus roduct Approval P o t. 115ER Pnblk User Regulation Search Criteria . Refine Search: Code Version 2014 FLA 15216 Application Type ALL Product Manufacturer ALL CaCeQOry 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 roc use in HVHZ ALL Approved -for useoutsideHVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL owrcn e.Cil••as FLt 11M Menu 1f3S3lIreg _ 1111R MI By RMNs FL15216- 112 itevision InterWrap, Inc. John W. Knezevich, PE Approved Category: Roofing 954) 772-6224 ljlC Subcategory. Underiayments 1107ti! M0 OO/i6ApP0!e.el rr•rw swu.w..c..c..v. ..,.. Qmmam : The Shrte or RXW ban AIVEED VWZV .. ' :: E :: :: Refund Statement under FWW& law, anal addresses are publk records. U you do not want your e.mall address rdeased In resaon" to' a publiNeowds request, do not send iacbrkmaptoartentity. 1rmtod, tended bM oflla by phone or by loadVA MI rn&L-V you hove any 4uestlons6 pease conbd 550.407.1395. "W VAM to seCbn4S5.275(1), Rortla SbWtft. eAreahm October 1. W12, dcensess Roamed under chapter 455. F.S. mug Ferlda the OepartnMnt with an enop address ir Owhaveone, The emeb p vAW ray be used for oMdbi commw atbn with the gearsea. However email addresm are Dumk Rmrd. lr you do not wish to soppy a permol address, please prc lm tine o"anowt with an OMB4 m a"llable to the publk. To deal 111 V you are a Ikensa under rroduMA wmal Aoapb: 1"®. t . Crcdit r.,rn SAFE https:// www.floTidabuilding.org/pr/pK-appjst.asPx 7/20/2015 41 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 9i iil"ry Of Products FL V Model, Number or Name Description 15216.1 RhanoRoof Underlayments Synthetic roof underlayments limits of Use - ' Installation Instructions RNIir}D WE 15216- Approved for use in HVHZ: No Fl J 5216 EZ 11 2015 04 FLNA! ER IN7ERWR4P F Approved for use outside HVHZ.• Yes Impact Resistant: WA Design Pressure: N/A a By: Robert Nieminen PE 59166Verified Created by Independent Third Party: Yes otter. See ER Section 5 for Umits of Use. Evaluatlon.Reports. rtj R1. az E _ _ _ C •w ' loud . EK 0irER &0 RI+!NOkCDF' f215- Created by Independent Third Party: Yes _ 19e071eM area ef.r.r TeOahaaia R V]YO wrenr• 85S.eit7.182e The Sbte of Aorta is an AAMBD ernplalor• .. . " !'" :: Refund under Aorta taw, arm0 sddressrs an public records. D you do not vent vow e•mW addrew released In remome to a pubilwecora npuet, do rat V-0wedronkmantottsent4y. Irhstdb, Co I I to 011loe by Drnarhe or by tredldwol moo. 1f you have any Ouawons, please contsd 050.487.2395.!ior "t* Section 455.27%1). Florida Stswbn, eHedlve OetDber 1. 2012, kerwea 0=10W under C apbr 455. Fs. must prime the Depntmant wlth an mini ad*M If they have one The en0soprom may b00ItrJal e4*d.Fo cdmn%Yblbn'Nh the nm lM Hahsaver MO wfdrei b are public raw b th. tryou do 6R vilsh to suppM a persornl address, please provWe Ohs'DeOaNrhlrO wit+ lyd pooh Ado! lvPodn on be+!m4'r+Dero eoalryahQc 7o Oeterrrwe u you are a itw6ee under CJMast *. fS, please dick . product Approval Alsepb: CCdit r^ 1 SArE hops:// www. floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 JW TPJ NNIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate ofAuthorizadon 49503 353 CHRISfIAN STREET, UNIT #23 OXFORD, CT D6478 PHONE (203) 262-9245 FAX (203)262-9243 EVALUATION REPORT Iiiterwrap, Inc. Evaivation 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'n iewed 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 a Edition (2014) Florida Building Code sections -noted herein.. DESCRIPTION: RhinoRoof Underlayments LnwNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED Compw Na: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, -or provisions -of the lode that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. If the product changes or the referenced Quality' Assurance documentation changes. Trin!tVIERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cyde. Amffnsomm The Evaluation Report number preceded by the words "frinityjERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INsPErnow 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 RegistroLion No. 59166, Florida DCJI MOM The b mmFe esalappnrbr w un orbod by Robert wembw% PE on G4M/mss: fhb dwe rot arse a eneMdradmM eared dowmw& signed, suW t aWooPb Mee beentrerandital b the o6= AWoee4mmkmn tnr=d to Ue Nmed client CINFIFICATON OF INDEPENDENCE: L 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 Nleminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This Is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. i JTR.pnnrrlERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof 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 Urnitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 3507.23,150753, T1507.8, Unrolling, Breaking Strength, Pliability, loss ASTM D226 2006 2507.83,1507.93, 2507.95 on Heating 1507.23,1507.53,1507.83, Unrolling, Tear Strength, Pliability, loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference9CD4006ITS 1509) Physical 20 10/27/2011 ITS (T5T2SW) Physical Properties 100539395COQ-002 20/27/2011 ITS (TSTIS09) PhysW Properties 100539395CDQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM D226, Type 1 or Type 11 felt or D4869 Type II felt RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced irt.yarious other saes. S.. LIMITATIONS: S.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nleminen, 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 HVHL 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 Rhinolloof 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: TAaIE 1: ROOF Comm OPTIONS Asphalt Nall -On Tile Foam -On Tile Metal WOod Shakes Slate or Underlayment Slhlngles i Shftles Simulated slate FlhlnoRoof U20 , Yes I No I No J Yes Yes No _ 5.6 Exposure Umitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.2 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 1 or 11 or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Cerdjkofe ofAudwrtrodon 09503 Evalaation Repwt 14051O.02M4U FL15216-R2 Revision L 04/27/2015 Page 2 of 3 VTRINITYIERD 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. hltieltAofu20•. 6.4.1Fasteners: For exposure 124 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 14nch 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 iLievorRetif'SIi3Yie.*4.12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Referto Interwrap, Inc. recbmmendations for alternate lap'configuradons and/or the -use of sealant-undercertain-conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be Installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published iristructions. 6. 4.3 f'C*od31o0e <a4:12 End ( vertical) laps shall be minimum 124nches 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. BIIiLDiNG PERMIT REQuiitEmum: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product. S. MANuFAcruRmG PWNTs: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUAUTy ASSURANCE EWM. Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520.3321 END OF EVAWATION REPORT - Exeedw Resewth and Desl;n, LLG Evaluation Report MOS10AL32-RI OWUPcooe0fAU Aor rotlon 09503 R15Z16412 ROVUI n 2: 04/27/201S Page 3 of 3 w QOTRINITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. 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 goveming the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"' Edition (2014) Florida Building Code sections noted herein. DEsouvnON: RhinoRoof Underlayments LADEUNG: 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 I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinityIERD Evaluated" may be displayed in advertising literature. it any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robertl.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The baftb eat appoft rags avUrorbed by pobart Nem6rn. PJL on 04M/2015, Thb don not cow as an e1e010 COV XW" doornw& synod, nab0 hardmp- too been--W*d m u. Product Approval AdmbfttnAor and to ft corned corm CEmffaCATION of INDEVENOE M 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 arty 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. QOtRINIWIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing - sub-l'ategory: 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 Urnhations / Conditions of Use set forth herein. 2. STANDARDS: Section. Properties Standard ea 3507.23,150753, 77507.8, Unrolling, Breaking Strength, PIIablift toss ASTM D226 20D6 3507.83,1507.93, ]5079S on Heating 2507.23,150753, 2507.83, Unrolling, Tear Strength, Pliability, loss on ASTM D4869 20D5 1507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFIxENas: Wft Examination Refeream, 4 iTS (W1509) Physical Properties 100539395COQ-0D6 20/27/2021 ITS M1509) Physcal Properties 100539395CCrQ-002 10/27/2012 ITS (TST1509) Physical Properties 100539395COQ-0% 03/14/2014 ITS (QUA1673) Quality Control In$pectfon Report 11/17/2014 4. PRODUCT DESCRlPnow 4.1 • - RMnoRoof U201s-a•multilayered polymer woven coated.synthetic roof underlayment Intended as an alternate to ASTM D226, Type 1 or Type II feltor D4869 Type 11 felt. RhinoRoof Underlayment Is available In 424rich wide rolls, and can be produced in various other sizes. S. LIMITATIONS: S. 1 This is a building code evaluation. Neither Trinity I ERD nor Robert Nleminen, 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 aaredited 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 AH) 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: A- v6m ovnoms Underlayment Asphalt Shingles i Nall - On nEe Foam -On TOO Metal wood Shakes . i Shingles Slate• w - Simulated Slate noRoof U26 - Yes No j No Yes Yes No 5. 6 Exposure Umitations: 5. 6.1 RhinoRoof Underlayment shall not be left.exposed for longer than 30-days after installation. G. INSTALLATION' 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc published installation instructions subject tD the Urnkations set forth in Section 5 herein and the specifics noted below. 6. 2 Install Rhinoltoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements. for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, tLC. Evaluation Report 140510.02.1Z42 CerU/ kote o/Authorlmtlon #9503 I31SZ164U Revision 2: 04/27/2015 Page 2 of ii 1 Q0-tPJNrTYjERD 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. kiln*Roof U20 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 .Single_nve. Ro> of5idbA4`12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure <_ 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Qaubte•l ziv4r: 2:12 < Roof.SlODe End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 2-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. MANumcnjRING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 OA requirements. 9. QUALM ASSURANCE ENTITY: Intertek Testing Services NA Inc-ETI./Wamock Hersey—QUA1673; (604) 520-3321 Exterior Research and Design, LLC. Cerd icate of Autboritodon rr9503 END OF IEVAWATION REPORT - Evaluation Report 140s10.02.12-R2 FL15216•R2 Revision 2: 04/27/2015 Page 3 013 G CBUCK Engineering Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization N80s4 Evaluation Report 1111MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 1.c. IWO.*$W k. Oamwr U6.9" No 31242 cl:_ T' STATE OF iFs "'L ORION. .•' `: 0NAL?` 1111` a`uaup $W" by; umn L e.dw... M CBUCK, Inc. 2015.03.0210:57:51-05'00' 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 RI Date: 2 / 26 / 15 CBUCK EngineeringN RepoPage rt No.: 25-1 MM2-St0RV-ER 14 of 7 SptcclaWy Structural Engineserinq CBUCK, Inc. Certificate of Authorization u8064 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 CBUCK Engineerinq Page rt No.: 35Of MM2-StORV-ER 14 Spe2clalty Structural IEngIneerinq 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 aDDlication outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 15-104-MM2-St0RV-ER 14 Spvc H eLjStructuralEnginering CBUCK, Inc. Certificate of Authorization u8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 55-1 MM2-StORV-ER 14 ISpe rJcWy Structural Enginemerinq 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 CBUCKEngineering Page Report No.: 165-1 MM2-StORV-ER 144rS=PvCj'C51N Structural Englnt1erinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. I Profile Drawines 5-1/2" 12" 1 /8'1 18-1 /4" 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2/26/15 Pagert No.: 15-104-MM2-StORV-ER-14CNBUCKEngineering7of7 1 SPE41=11c5ftj Structural Engineering CSUCK, Inc. Certificate of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7 o.c. 1 1/2" W, o.c. W'o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ping Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft 6 Ft 8 Ft. Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws 24" Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online -FUSS Page 1 of 3 Professional omy —L _ e eas Htxne I Lao 1 user rtgwbauonRegulationt rwt Toga I suErntt M' Sodw-e I sots s Facts 1 Ponnc.uons n I ens see Map 1 ants I snrcb I Fbildi Deparv>eld . Bus'ne l Product AUw pproval Proess a usEa bk Regulation > AppricwUon DNaa FL FL2197- R5 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/ Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert® mll.com Authorized Signature David Wert david. c.wert@mli.com Technical Representative David Wert Address/ Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert0mii. com Quality Assurance Representative David Wert Address/ Phone/.Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert0mli. com calory Structural Components Subcategory Tans Plates Evaluation Report from a Product Evaluation Entity ComplianceMethodEvaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 ICC Evaluation Service, LLC. Validated By Certificate of Independence A bi97 RS COI CedJ—cafe of tndeoendaM for Evafuatlon.l d[ Referenced Standard and Year (of Standard) ¢tandard • Year ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr aPp dtl.wpx?param=wGEVXQwtDgvr'TEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 C r c J itS(7 ,FiSAFE https://www.floTidabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from !CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial: embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. ICC-ES Evaluation Report r-OM-'J 11 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orQ 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, MI120 HS, AND MT20HST'- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 international Building Codes' (IBC) 2012. 2009, 2006 international Residential Code® (IRC) M 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 20091ac. 20o9 iBc code sections referenced In this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTekm M46 and M1116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1,46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates..The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. -Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTekm M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 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 MT20HSm: 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 9/44nch-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 A 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 onterines 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, ICGES Etmhtariun Report, am not to be construed as rwresenrittg oesthetles or any other oorlbutgs norspeerfically addressed, nor ore they 10 watr a . as on endorsement 00he subject ojthc report or a recommendation jor la use.7UM a no warran ICC Eloluation Se"Ice. 11C. erpres Jdf to anyfinding or other oratter in this report, or m to any product cosymd by the report Page 1 of 5 Copyright O 2015 ESR-1311 1 most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibfin'/PLATE) 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 6.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 pruce-pine-fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 - 200 _ M-20 HS, Mill 20 H_ S and MT20HS Douglas fir -larch 0.5 165 146 _ 135 143 Hem -fir 6.43 139 . 111 97 109 S ce-pine-fu 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbfrn` = 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 perperdeularto triad, wood grain perpendicular to Joad • All tniss'ph des are pressed.into lhvwood for the full depth of t6wr teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment tollowed by full- bedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M 20 AND Milt 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficienejr Poundslinch/Patr of Connector Plates Efficiency Pounds/hnclJPali of Connector Plates Tension Values in Accordance vdth Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Jolnq' _ Tension @ 00 0.70 2012 0.50 Sao 0.59 1505 Tension @ 909 0.36 1013 0.47 1 82D 0.48 1219 Tension Values in Accordance with TPI-1 Wth a Deviation (see Section 5.4.9 (e)) Maxlmum•Net•Sectlon Occurs over the JoW Tension @ 0° 0.68 1945 `0.62 1 1091 0.67 1716. Tension @ W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° Shear @ 30' Shear @ fill° Shear @ 90° 0.54 0.61 0.73 0.55 1041 1173 1402 1055 0.49 0:63 0.79 0.55 574 738 936 645 0.43 0.61 0.67 6.45 761 1085 1184 792 Shear @ 120° Shear @ 150° 0.48 0.35 914 672 0.42 0.46 490 544 0.34 0.3 608 537 For SI: 1 Ibfinch = 0.175 Nknin, 1 inch = 25.4 MM. NOTES: Minimum Net Section - A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line -passes through a fine of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this One passes through a section of the plate With no holes. ESR-1311 1 Most Widely Amepted and Trusted V _ Page 5 of 5 0.125- 0.2W a 5W 0 3W 3 2 frtin a 4 mm ff m 9 3—mm o:DD A 000 goo .000 ono t[o0D D00 DOD , J goo ono OGD f N.OnO Boo Dan noo 00o Ono 1MDTH M-20 HSI Mll 20 HSI MT20HS FIGURE t APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES on Inches) (Continued) IMES Evaluation Report ESR-1311 rbc Suppiement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemauonal L oae L ounull DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTek® Truss Connector Plates M-16, MII 16, M-20, Mil20. M-20 HS, Mil 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Fbrida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, Mil 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS1e, 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 2014 acid 201D. da BulJdr»g Code —Residential, provided the design and installation are in accordance with the IntemaUonal'$uiWing Code: 04%provisions noted in the* master report. Use of the MTekiiTruss Connector Plates M-16, MII 16. M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 0CZ3 Evahwim Repom are rest to be eatstrued as repteseating aesthetic, or any other atbibutes not ryecPwlry aaarrsseQ nor ors ..my .vasanendwaementofthesubjectofthercportororecommendatlonjarlausei%tere is rto wan=o, by ICC EvWWOon Savlce, LLC, exprtss or Intpikdt m to onyJinding or aher mmlftr In fhb report. or os to arty product aovrxd by the report •- Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report MOM- J' Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.or4 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: X. 2012, 2009, 2006 international Building Code® (IBC) 11 2012. 2009, 2006 international Residential Codem (IRC) 2013 Abu Dhabi International Building Code (ADIW IThe ADIBC is based on the 200919C. 2009 IBC code sections referenced in this report are the sane sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeO M-16 and M1116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into a twisted concave forth, 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 11144neh (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTee 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 coaling 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 (4,4 mm). Each slot has a 0.334rich-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 MiTekm M-20 HS, mil 20 HS, and MT20HS'rr: Models M-20 HS, MII 20 HS, and MT20HS"r 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 ooating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 9/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 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 centerfines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. ICC-ES cmivailon Reports are nor to be construed as -presenting aurhnia or airy Whcr oltrlb++t r sptclJJcaliy oddrtssed, nor are rhry wonconstrued varanendorsementofthesubjectoftherepmrorarecommendationfwinusaTlrcrebrrowoman !CC Evaluation Bernice, 4I C. asprrs pJ to arty finding or orher matter In this report or as to any product covered by tin report Page 1 of b Copyright®2015 ESR-1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT* (I16/0/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 _ Douglas fr-larch 0.5 170.. _ 121 137 126 Hem -fir 0.43' 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Sout" pine 0.55 174 126 147 _ 122 M-20 and MI120 Douglas fir -larch 0.5 220 _ 195 180 190 Hemfir 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 0.42 148 108 107 103 Southem pine 0.55 187 143 138 150 For Sh 11b/in' = 6.9 kPa. NOTES: Tooth holding units - psl 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 joinL 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 pelpendlcularlo load. wood grain perpendicular tol0ad . Ali truss plated are Pressed into 9re wood for the full depth of their teeth by hydraulic platen embedment presses. multiple roller presses thatusepartialembedmentfollowedbyfuli4mbedmerdrollers, or combinations of partial embedment roller presses:and hydrauGcplaldn presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR- RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mli 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20H6 Efficiency Pounds/inch/Pair Efficiency Pounds!inchlPair Efficiency PoundslinchlPairFORCE DIRECTION of Connector of Connector of Connector Plates Plates . Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (MWmum Net Section over the Joint)' Tension @ 01 0.70 2012 0.50 880 0.59 1505 Tension.® W 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance vdIh TPI-1 with a Deviation tsee Section 5.4.9 (e)) Majdiriuin Net•Section Occurs over the Joint2 Tension @ 0° 0.68 _ 1945 0.62 1691 -0.67 1716 Tension @ 900 0.30 SM . 0.48 841 0.52 1321 Shear Values _ Shear @ 00 0.54 1041 • 0AR _ 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 - 0.61 1085 . Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 909 0.55 1055 0.55 645 0.45 _ 792 Shear @ 12V 914 0.42 490 0.34 608 - Shear @ 150° - 0.35 672' 0.46 • 544 0.3 537 For SI: 1 Winch = 0.176 N/mm, linch = 25.4 min. NOTES: Minimum Net Section - A tine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes throilgh 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 1 Most Widely Accepted and Trusted _ Page 5 of b 0.123- • 02W Q-WV 0.3w 3,2 fnm a a}m}m 12.T mm 9.9mm loon hog ono 000 BOB ODD J000 ODD 000 J 1 Don goo Don DOo ono ono iA 1p00 DOD Ogg M-20 HSI Mil 20 HSI MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MrM CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report tbK-13ii ro%, ouNNrCrrrvot, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.0m I (800) 423-6587 I (562) 699-0543 A Subsidiary of the Intema6onal Code Council` DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—,Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 1451b NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTeIeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSTo 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTek® Truss Connector Plates M-16, MII 16. M-20, Mil 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: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, Mil 16, M-20, Mil 20. M-20 HS, Mil 20 HS, and MT20HST`", described in Sections 2.0 through 7:0 of the master evacuation report ESR: -137 1',,comply with the 2014 and 2010 Florida Building Code —Building and 3tre-2014 and, 2010,'Fto W0 Budding.. Cod —Residantral Provided the design and installation are in accordance with the Intemadonal 6uilding{.0de (IBC) provisions noted the master report Use of the MTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For pr6dU6ts falling,under F)orida Rule 9N-3, verification that.the, teport holders quality assurance program :is audited by a• qual'dy :as ulsmce_ eiiGtY apProVed by the Florida Building Corarnissfon for ttie type of inspections being conducted. is 41herespgns_ility ofan.alpproged validation entity (or the code dffiidal when the report. holderidoe5, not possess an approval by the Commission): This supplement expires concurrently with the master report, reissued in June 2015. rCC-ES Evalaauon Repora are rot to be coassrucd as reyr"entlng arsthetia or my other aarlbares nor specifically addreued. nar are they ro be construedasanendorsementofdtesubjectofshereportorarecommendationjotlame. 77nre b no warronry byICCEYoluotlon Sov1M U.C. Wmu or hn#164 as _ to any finding or other moue In this repots. or as to any prodaet covered by she report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report c` 1%- 141 r Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 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: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS" 1.0 EVALUATION SCOPE Compliance with the following codes: is 2012, 2009, 2006 international Building Codee (IBC) is 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC Is based on the 2009 IBC.-2009 IBC code sections relerenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTee metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTee M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0..0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut. thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25A mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITekm M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details.. 3.3 MITeko M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HS"' metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)] ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, OAS inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (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-0 Evaluation Repoli are not to be construed or representing aerthettes or any other attributes red apecJJ¢olly addressed nor are dtcy %coralconstrued : as an endorsement efthe subject ofthe report or o reconmm datlonfor la uses Them is no warranty by 1CC Evaluation service.L/C, cxprcv car = aim - to arty finding or other matter in this report or as ro any product covered by the report Page 1 of 6 Copyright 0 2D15 Page 3 of 5 ESR-1311. I. most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=/PLATE) Al EE LUMBER SPECIES SG I 'y°` 1 " r M-16 AND Mil 16 Br -larch ine-fir pine 0.5 0.43 0,42 . 0.55 176 121 119 64 127 82 174... 126 M-20 and Mil 20 137 75 147 IN1029 107 122 fir -larch line -fit i pine fir -larch pine frc ri pine 0.5 0.43 0.42 0.55 0.5 0.43 0.42 0.55 220 195 185 148 197 144 249. 190 M-2o HS, M1120 HS and MT20HS " 165 146 139 111 148 108 107 143.. 180 129 143 _ 184 135 87 107 - 138 190 145 137 200 143 109 103 150 For SI: 11b/ir? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values. plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to loadEA = Plate perpendicular to load, wood grain parallel to load AE - Plate parallel to load, wood grain perpendicular to loadEE = Ptate'perp%id'tM4af to•toad, wood grain perpendicular to loadovjiru5s. p1ales.8 e pressed into the wood for the tug 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. AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUESTABLE2.--EFFECTIVE TENSION M-16 AND MI116 M-ZO AND Mil 20 M 20.HS, M1120HS AND MT20HS PROPERTY FORCE C-ffclency poundslinchiPair Efficiency Efficiency ound sronclUFaP of Connector DIRECTION lPoundsrinchfPsirlofConnectorofConnector Plates Plates Plates of TPI-1 (Minimum Net Section over the Joint)' Tension Values. to Accordance with Section 5AA2 Tension @ 0° 0.70 2012 0.60 880 0.59. 1505 1219 Tension 90° 0.36 1013 0.47 820 .. _ ))0. Tension Values in Accordanbe voth TPI-1 with a Deviation Ilia Section 5.4.0(e)] Ma><bnum.Net Section Occurs 9W the Jolrtt Tension @ 01 0.68 1945 1 0.62 1091 0.67 0.52 1716 1321 Tension @ 90° 0.30 849 0.48 841 Shear Values Shear @ 0°_ 0.54, 1041 0.49 574 0.43 0.61 761 1085 Shear @ 309 0.61 1173 0.63 738 0.79 936 0.67 1184 Shear @ 60° 0.73 1402 _ 0.55 645 0.45 792 Shear @ 90° 0.55 1055 0.42 490 0.34 608 Shear @ 120° 0.48 014 0.46 544 0.3 537 Shear @ 150° 0.35 672 For SI: 1 Ibrinch = 0.175 Nlmm, 1 inch = 25.4 nun. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this fine•passes through a One of holes. Maximum Net SecUo6 - A One through the plate's tooth pattern with the ma)dmum amount of steel for a specified orientation. or se plates, this line passes through a section of the plate with no holes. 5of5 I Most 0,12r 0.2Wr OAW' 0.305 3.2mm 64mm 127n+m 931m goo -ODD ODD ODo DDo ODD J roan DDD ODD DDO DDD ODD DDO ODD ODD YMDtH M-20 HS, MII 20 HS, MT20HS FIGURE 1 APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report ESR-1311 ABC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o (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: MiTeOTRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS^- 1.0 REPORT PURPOSE AND SCOPE Purpose: atThepurposeofthisevaluationreportsupplementndiateICCthmaster® report ESR-1Truss 31, hor lavealsobasatesM-16, in evaluated for 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized compliance with the codes noted below. Applicable code editions: a 2014 and 2010 Florida Building Code —Building 4 2014 and 2010 Florida Building Code —Residential 2- 0 CONCLUSIONS The MTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT2OH4 . , described in Sections ng Code--B 2. 0'through 7.6 of the: maSW.evalgatioa:iepoti;SR'13 roviyded thewith hdesign and nstalletia are ine 2014 and2010Floridalaccordancewiththe and #t . 'M4 arid.•2t)ffFtvrfda BuAding.Code--Rq lda : p ntemat7onaf 8lrllding Code0 IBC) provisionS-.nated.in the master report., S, Mll 20 HS, and MT20HSTO has Use of the Wee Truss Connector Plates M-16,Mil icene -2 a provisions oHthe 2014 and 2010 FFlorida BuildingsCode-n found to be in compliance with the High -Velocity Hurricane Building and the2014and2010FloridaBuildingCode —Residential. For products falliiLq under. Florida. Rute•ON-3, verification that the report holder's quality. assurance program•is audited•bt e quality md.0 is W M Y. pro : the Ronda Bi111ding:Commission for the. type of nspections being conducted by respcnslbTdy of an;•approved validation entity (or the code: official when the teport.holder does not possess an Opp the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC ES L• ro/varlour Rcporrsare nor !o be conrrrucd at rcpr+ 1149 orsrhella or ony other attribvr not spec ealJy addrused. nor ore nc y s or i construed d asIN m an endorsementofthesubjectojthcreportororecommendationforrIsuse: Acre Is no canon by ICCf_luarion Semltx. IlC. aprtisi implied = so ug flding orotherownerIndrtsrepor( or os ro airy product Covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www3cc-es.om 1 (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) 4344200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 international Building Code® (IBC) 2012, 2009, 2006 International Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t T-rheADiB s banatn d an t a 200nsBn the 09ISC IBC.wde sed ors referenced in sl Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTeke M- 16 and MII 16: Model MA6 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1. 46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into atwistedconcaveform, 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 availableare 12 inch es ( 305 mm), and lengthwisem increments. 1'/. inch ( 31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTeke M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0. 9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0,013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1- inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-Inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, M1120 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60, high - strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 Inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4- inch-by-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 0.254neh-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 hydraulio-platen embedment presses, CC -ES rvaluoaon Reportsare not so be construed as representing oothsdcs or anry other attributes y not speCC Evaluly ation on Servednorare dry or construed_ /0 as an endorsement of the srtbfeet ofthe report oro reeommerdotion feorr U use- MF9 Is no "°^°^ry by lOC Evalaallon Barite. u C eiyvr+s brt 1 p `(. / ro arry finding or other matter In At; report or or to ally prod by port Page / of 5 Copyrlghl 0 2015 Page 3of5 ESR-1311 1 Most Widely Acce led and Trvsted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lbfin=/PLATE) SG AA EA _ AE _ EE LUMBER SPECIES . . M-16 AND 1111116 0.176 121 137 126 Douglas fir -larch . 4 _ 9S64102 Hem -fir 0.43 127 82 75 107 Spruce -pine -fir 0.122 0.55• 174 126 ._ 147 Dce M-20 and Mil 20 6r-larch .. ine-fir pine fir -larch pine -fir a.,e 0.5 0.43 0.42 0.55 0.5 0.43. 0.42 0.55 _ 195 " 220 148 197 144 249 190 M-20 HS, Mil 20 HS and MT20HS 146165 139 111 108 18 143 180 129 143 184 135 97 107 138 190 145 137 200 143 109 103 150 For SI: 1141ir? = 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 a plate parallel to load, wood grain parallel to load EA = plate perpendicular to load. wood gram parallel to load AE = plate parallel to load, wood grain perpendicular to loadrculatto leadEE = PIidE perpendieular o load vvootl gr16r,t erpe!. d . taull laten e.nrtiddinent.presses, multiple roger presses that W truss plates we_pressed Into the.vvood for:the 1nJ11 depth.of vteu teeth by hyd:...'c P . use p tiel,erribeiirtrent followed by 6 f ment rolieis. or MtIgnations of partial embedment rolier presseb and °hytlrauUc D1ai r Dresses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES N-16 AND Mil 16 M-20 AND MII 20 _ ' M-20 HS, M 120HS AND MT20HS Efficiency Poundslineh/Pair Efficiency PoundsfinchMair ' Efficiency P u d Connector it of Connector of Connector i PlatesPlates PROPERTY FORCE DIRECTION Plates Tension Values in Accordance W Tension 06 0.70 2012 Tension @ 90° 0.36 1013 Tension Values in Accoi MaAff Tension @ !p 0.68 1 945Tension@90° 0.30 Shear @ 0° _ 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 60° 0.73 1402 Shear @ 90° 0.55 1055 Shear @ 120D 0.48 914 h Section 5AA2 of TPI-1 (Minimum Nei zo 0.50 880 Ed 0.47 820_ jance vjlih TPI-1 with a Deviation [see See um Net Section Occurs over the Joinf p, 1091 0:48 841 Shear Values 74 XEF738 0.79 645 0.42' 490 0.46 44 m over the JGMQ' 0.59 1505 0.48 E 1219 5A.9 (e)J 0.67 1716 0.52 1321 0.43 0.61 0.45 0.34 0.3 761_. 1085 1184 792 608 53- Shear @ 151T • For S1: 1 IbAnch = 0.175 Nhnm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth Pattern with the minimum amount of steel for a specified orientation. For these plates. this am passes through a line of holes. plates plates. Netline passes through a through the of the plate with noholes m the mardmum amount of steel for a specified orientation Fort se Page 6 of 6 ESR-1311 I _Most Widely Accepted and Trusted 012V .O.Z.w 0.-VV 32mm 64mm 127mm V f 000 900 Ono 000 Ono DODoa $ 000 000 Ono o 10DO ODO BOB oDo oDa oDo OTH 0 sew 93mm M-20 HS, MII 20 H.S, MT20H.S FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report tsrc-Ise 1 ro`' Quppia"""` Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-es.om ((800) 423.6587 I (562) 699-0543 A Subsidiary or the intemanona was L Uuliwt 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 m. EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wee 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: f 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS7m, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014eri<d 2010 Ffiirrde BuUding Code—ReWential, provided the design and installation are in accordance with the Intemational Buh hg Code (I0C) provisions noted in'the master report. Use of the WeleTruss Connector Plates M-16, MII 16, M-20, Mil 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 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. JCC-ES Evaluation Report, are not to be construed as repruenting aesthetics or any other altribula not specifically addressed. nor are they ttoobg eotaaued as an utdorsemenl of the subject ofthe report or a recommendation for its use. Then is no warrant b 1CC Evahotia+ Sonia, 6LG implied as to any finding or other nalier in thk reporlor as to arty product covered by the report Page 1 or t copyright® 2015 i Florida Building Code Online \ I. e(1 Page l of 2 V Business Professional. Regulation r'! q 7!! fi YiL iik r ` i:Y7 ii"Iifil atvy,1'' i-MRq DeWmeni SCIS Homo I tog In I User Registration i Mot Topics I Submit Surcharge I Starts & Facts I Pubikalions I FBC slats I SCIS Site Map I links I Search I Buslnes / Protessili) Product Approval USER: Pub1kUserus Regulation Praftil Di Agrafttl6h Sea . >.,ee,oUon Ust,> Application DetaB. FL R FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived t Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 2M Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8Oyahoo. 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 Ili 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 I Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect FU4239 R3 Eouiv Eoutv.odf hnps:// www. floridabiiilding.orglprlpr_app_dti.aspx?parain=wGEV XQwtDquDEJErtOSCei... 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 05/06/2015 Date Approved 06/23/2015 SuRiins4 of Products FL it 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) Umits of Use Installation Instructions Approved for use in HVHZ: Yes FL•14239• R3 ,11 Dwo.6df Approved for use outside HVHZ: Yes Verified By: Frank L. Sennardo, 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 PL14239• R3 AE' Eval.odf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Door Most cantast us:: '9"#440 Menree a raer. Taaahasie. l00 axanr.: aN•e7.1lL4 The State of Florida Is an ANEW employer: rM.+MM 2007-2611 Steer Florida.:: Refund statement Under Florida law, "mall addresses are publk records, if you do not want your "-mall address released In response to a pubik-recntds reOuW, do not send MlCTJtadb rrtal to Ihk_pd)ty. tnsleW. ranta<t.tAO tlfflba by ptlPre,oJ ly Ira0lllaital riniL If ypY,twe any,lYtSberK, lease wrwct•fi5o:de7:1395. •MiWM b S"rllon 4SSt275( 1). FbrWa' Stabohi. 0f0dKV OSODV J: 2A1I.•IfEerisals arinlad ardor cltapW e5% I.& must provide the DeparthieM MN an &A" iddrrss It copy hi3e orre•The i f" prpvlded'rrlay be used fdr oflidal.CofleriadratlGrl adth &4 00josee. ! Imi-es arob addresses are pubtk record. U liou do not wish to supply a pttisona•addrlSS,•Pkm prow' " to* Deparunerd.aildt iri tliva addiaS which can be r•1ade avaFable to the public. To determbre If you are a Ikensee ender popt - tpgr_s„ please tuck hut. Product Approval Accepts.: Crc 'f! g tE https://www . n oridabui 1 di ng.org/prlpr_app_dti.aspx?parani=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INCS' MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS i 7SLB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, Tip. tCENTER OF GRAVITY ASSUMED TO ACT AT THE i GEOMETRIC CENTER OF'THE I •• 1' i SEE DESIGN MECHANICAL UNIT. TCENTER OF FORSCHEDULEFOR MECHANICAL UNIT MUST BE SQUARE OR RECTANGULAR, N '' GRAVITY. ^'///'' 7 MAXIMUM AREA AND DESIGN NO IRREGULAR SHAPES v PRESSURE, IT I r MAX 7YP MOST STRUCTURE DEW / ' ` BY OTHERS. SEE DESI SCHEDULES FOR ALLOWABLE SUBSTRATES rw MECHANICAL UNIT Tom' I TIE -DOWN ISOMETRIC ` 1 I - . )-.O• ISOMETRIC STEEL TIC -DOWN CUPS. S!E DETAIL 1/3 s 2/3 a FOR CLIP INFORMATION, 9 TYP. 3Typ. i TIE -DOWN CLIP DIRECTIVE EXAMPLE TINE EOIIDWING LNAM/LE 11LUTIRATES THE PROCEDURE USED TO DETERMINE THE MAKIHUM ALLOWABR! RDQ_MP INSTALL -S HEIGHT, C FOR ANY GIVENMECHANICALURITT`.AT CONFORMS TO THE DIMEMSION RESTRtCIIOMS AND OESIGH CRF;FUA USTCD HEREIN. SEE SHEETS AS COIL DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: TCONSIDER THE INSTALLATION OF (1) MECHANICAL UNITWITH THE FOLLOWING CRITERIA - Not. 170 MP!., EXOOSTIREw AO' TALL E AB' DEEP a AB' WIDE, HOD IS (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TD 3009 PSI MIN CORCRETE WITH (1) 2' CUP AT EACH CORNER OF UNIT (TOTAL OF (A) CUPS) OD/1/.`CAI IOC. r rTva•1.v PROCEDURE STEP RESULT 1 DETERMINE 14E CORNELTIOR TYPE EASED ON THE DIAGRAMS ON SHEET 2 COMNCCTIOR 3 THIS INSTALLATION IS 14TfNDED FOR A VYIR-170 MAN, EXPOSURE'D'. THIS DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE S 1 3 DER& MINE LARGEST FKC AREA Ot MfOUNlU1L UNIT TO SE NTALLED 4111A2•-16FT1 THIS UMTI HTHEIGHTOFAB' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF AB'. AOTF. THUS PRODUCT APPROVAL ALLOWS THE GAIT TO But INSTALLED ON TOP A CHECK MAXIMUM UMTT HEIGHT RESTRICTION Of AAA/C STAND TMAT INA MA2nMUw )O- TALL IFAW A/CSTAAO IS UTILam, CMCIf 7D S!L TMATTME STMD LIOES HOT OfCEfD 20' IN NHOM S temict 10MIMVM unit "so" ON M Is ar WHICH EA IMAM THE MINIMUM. AVOW MIS UNIT MAY DE INSTALLED AT ROOF HEIGHTS LESS TRAM OR EQUAL TO 15 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TOP MEIGNTT GREATER b DETERMINE THE ALLOWABLE ROOFTOP MEtW OF THE INSTALLATION THAN 601T MD LESS THAN 100 FT. SEE (•) ON TARE S FOR THE NUMERICAL UT. OF THIS DESIGN EXAMPLE DESIGN NOTES: 2 * THIS PRODUCT HAS BEEN DESIGNED M ACCORDANCE WITH AS- 7•f0 AMD TM! Rtv, BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY H1111A(CAN! LOf/p 43 INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED 6 CAIC111A1! THE ALLOWABLE NOOF•T DP HIM;MTS CONSIDERS ASCZ 1.10 SECTION 29.5.1 tee, COIL ROOf.TOP MEtGTfS (N) bw R AND ».S RON ROOF TODSECTION ".S (10-60 IT' A S(xTTOM 29.1E /DR DKTAWlTIO.TS AT ORAOE (GC,.•).LO WTMIN Tort IIV11Z. GPH1.:..-1.90 ouTsro! THE 1WIIZ, (GC._ 15 fOA NI LOCATIONS (COXCUftALLOS7THMllAADESIGNVARIABUSAREITSwoLpwAMeWITHASO7.10 0 ERSENTM M. THE "EIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE M!IGXT OF ZE BUILDING THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INS iALLCD ON A1I1MUN10- TALL A/C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED W T-E DLSIGN SCHEMA K. GENERAL NOTES: 1. THIS PRODUCT HAS b" DESIGNED AND SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLOAIDA BRRLD:NG CODE N ASC! 7-10. THIS PRODUCT MAY BE USED WTIHI}I AND OUTSIDE THE HIGH VELOCITY HURRICANE ZOME 2. HO 33•L/3% INCRCASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON CLIENT PROV:DED?R000CT AND DIE SHEETS FROM TEST REPORTS 11tQ0_ j, s IM BY TESTING EVALUATION LABOMTORIs, INC. NO SIJOSTIItIfIONS tFIM WRIfTE11 APPROVAL BY THIS ENGINEER SMALL. BE MAXIMUMA. MAXIMUM MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MCUTANICAL UNIT SHALL CONFORM TO S ECIFICATIOHS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS ICLEM SPACE. TOUNAGE, ETC.) SHALL BE ASPER FVINUFACTIMER KECOMYCNDATIONS RI' ANDARETHEEXPRESSSPONSIB1LIlY OF THE CONTRACTOR FASTENERS TD BE 012 X V.- OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE TAKONS AIFEARED TO HERON SMALL BE ITW BUILDS[ BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PST MIN CONCRETE. SEE ANC-HOR SCHEDULE FOR ANCHOR REQUIRN; EMIS, ALL FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CUPS SHALL BE ASIM Ate) STEEL (GRADE D) WITH FI-33 KSI OR BETTER. ALL STEM MEMBERS SMALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COATOF PAINT, Bt"EL OR OTHER APPROVED PROTECTION. G9?RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS N07 PART OF THIS CERTIFICATION. AS A MINIMUM• ALL CONCRETE SHALL BE STRUCTURAL CONCRETE A' MIN. THICK AND SHALL HAVE MtNtMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS HMO OTHERWISE. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MOABERS FROM DISSIMILAR MATCRIALS TO RfVENT ELECTROLYSIS. 9, ELEC%JCAL EROWRD. WHEN REQUIRED, TO Be DESIGNED B INSTALLED By *THEIRS, 10. THE A02QUACY OF Alf(EXISTITG STRUCnA1 TO WItHSIMA SUAEAWPOKO LOADS SMALL BE VERIFIED BY 711E 0I16M DESIGN PROMSIONAL AND IS TAT INCLUDED IN THIS CCATIPTCAnON.EXCEFT AS EXPRESSLY PROVIDED HEREIN. NO ADUITIOUAL CERTFICAT1045 OR AfFAMATIONS ARE INTENDED. It, THE SYSTEPI DETAILED HEREIN IS GENERIC AND DOES MOT PROVIDE INFORMATION FOR A SPEC:F:C SrtE. FOR SnE CONOITIDN$ OIifEAlNt fROM THE CONDTITDNS DETAILED HEREIN, A LICENSED ENG)HUR OR REGISTERED ARCHTTECT SMALL PREPARE SITE SPECIFIC DOCUItENTS FOR USE IN CONAMPION WITH THIS DOCUMENT. 12, WATCR•TIGMTNESS OF EXISTING HOS SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE 14STALUNG CONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY REMOVED OR ALTTFRED WATERPROOFING MENORANE IS RESTORED AFTER fABRtCATIO4 AND INSTAILAT: O:N OF STRUCTURE PROPOSED MERELY. THIS ENGINEER SMALL NOT BE RESFONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY 0=4 AS W4TEER- IIGHTNESS SHALL BE THE FULL RESPONSIDIUT' Of THE INSTALLING CONTRACTOR 13. FOR AN EXPLANATION OF EXPOSURE CAT THAT ACCOMPANY THE VUIt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTOM 26.7.3 OF ASCE 7.10. I w AV R 1 1- CONNECTION TYPE Cl C1 .CUP - UIIUZE (1) AT EACH COMER FORA TOTAL OF (4) PER UNR ANCHOR SCHEDULE: F • 1" CLIPS 2" CLIPS i • , I r MAX r MAT( r MAX s BUBSTRA1E DESCRIPTION 2)-S/16ro CAAWN'STEEL ITIN BUILOE:( TAKQ•11 COHCRCIE: 2.' FULL E4BCO TO 4- THICK MIN. CONDO-- 3)1• MIN. 3OW PSI MIN.) EDGE DISTANCE, A* M:N. SPACING TO ANY ADJACENT AMCIOL I)-014SA! GRADE S ALUMINUM: SHEET METAL SCRIM/ TO 0. 11S' MIN. ALUMINUM, PROVIDE (S) THICK, 6061-76 PITCHES KIM' PAST MIN; ALUMINUM) THREAD RAKE STEEL: 1)J 14 SAE GRADES 0. 12r HIM. SWEET METAL SCREW TO THICK, 33 R9 STEM PROVIDE (5) MIN. STM) PITCHES HIM. PAST THREAD MARC sUaTiuTE oesaEmroM_ L)- 5116.0 CARBON S'T6" IT* Bun DER-TAPa0.rs; S CONCRETE: 2)1' RILL IMBED TO 4' THICK MIN, 01)OI(RBTq 3))',NTN. OW PSI HIV.) EDGE DISTANCE. 71C MIN. a/ ILING fO ANY •- ADJACENT ANCMOIL 2)- 014 SAE GRADES ALUMINUM. SHEET METAL SCREYJS TO 0. 123- UGN ALUMINUM. PROVIDE (5) THICK, 6061.76 PITCHES HIM PAST MIN. ALUJ•IRUM) THREAD FLAME STEP.: 2)-014 SAE GRADES SHEET METAL SCREWS TO THIO:, 7) KS: STEEL, POVIDf (6) HIM. Silly PITCHES HIM. PAST THREAD PLANE 1. EMOEDMENTAND COG! DL•IANCE EXCLu06RNISN[S, If APRlCA&L 2. ENSURE MINIMUM EDGE DISTANCE AS MOTED IN Ann HOR SCMEOULE. SEE DETAIIS ON SWEET 3 FOR ANCHORS AIiAOGNG TO VECIANICAL UNIT. CONNECTION TYPE C2 Q I - CUP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (B1 PER UMR r 1 t r CUPS i•.Tax r MA11 rn J I ^.r wu. TYPy,Nt r CLIPS i r MAJi nAll 1—i U:N( T lV10TH 6—MAX b• MAX CUP OFFSET I —CUP PAIR SPACING—; I CUP OFFSET TIP MECMAMICAL i---}-CLIP- CUP UNIT PER SPACING SEPARATE CERTWICAnON LFnUZT ( 4) CUPS EA SIDE OF UNIT FOR A TOTAL OF 8) PER UNIT CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL r 0 rLi. LTCUZE (1) AT EJ)OI CCANM Wa A TOTAL OF E41 PER IDNEr tZE(t) AT E oE ooaxER MR A Toro OF EB PER 3 N r PLAN v1Ev, THIS DETAIL MAT BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNlCTTON TYPES THAT LMUZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT. n U 48 Zo' O= H: E= b o z€ J. 1 o s jjj n z•rl z O CL = m 15- 2378 0 FOR ANY CUP LONGER THAN 10' 0 19' UTILIZE (**12 SAE JJ''T19: GRADE S SHEET METAL SCREWS, TYP. I0.060, THICK ASTM A763 UO ey)iSTEEL, TYP. O a 0M3)-1012 SAE GRADE S , n 217 SCREWS SHEETMETALUP111 0 FOR CUPS UP To S 80 LONG. LMUZE (S)-J 12 SHEET METAL SCREWS FOR CLIPS LONGER THAN V. TYP. II /ppAu Y.10 mom WITH O 18 ANCHOR FROM I' 116d CUPAR04OR 0. 7E SCICOULE, TYP. OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N.T. S. - ISOMETRIC 0.072. OR n 111 0.113' THICK ASTM A283 STEEL, TYP. 3} J32 SAE GRADE S iO SHEET METAL SCREWS FOR CUPS A' LONG. UT1U2E (4)-J12 SHEET METAL SCREWS FOR CLIPS LONGER THAN A-. N TIP. Y' D HOLES, NOT TO BE USED FDR ANCHORS. TIP. STs fAC1ORY-MILLED ):' 0 MOles, UIIUZE (1) OR ( 2) ANCHORS 0 1 FROM 2' CLIP ANCHOR SCHEDULE. TIP. O. SC 2" CLIP ISOMETRIC DETAIL 3 N.T. S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty-30 KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy-33KSI MIN. STEEL GRADE 33, 22GA MIN. (t-0.0299'). 0.068' THICK A 4283 STEEL CUP, WE OF UIIR SMALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED. TIP. 3)- 12 SAE GRADE S SHEET ITAL SCREWS FOR CUPS UP TO S' LONG. UTILIZF ( S)-R12 SHEET fMETAL SCREWS FOR CUFS LDNGER THAN 5'. PROVIDE, (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. j ANCHOR PER AMD10R. SCHEDULE r! sa6raATEPER ANCHOR SO4EDLILE VARIES) i 1" TIE - DOWN CLIP a ANCHOR DETAIL 3 r - I'- o' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE 845E OF EACH MECHANICAL UNIT, T/ P. MECHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH ny-30 KSI, 0.12r MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy-33KS1 MIN. STEEL GRADE 33. 226A MIN. (t-0.02"-). 0.072' OR 0.Ur THICK ASTM A203 STEEL CLIP TYP 3)-012 SAE GRADE S SHEET METAL SCREWS FOR CLIPS •' LONG. UTILIZE (4)- 12 SHEET METAL SCREWS FOR CUPS LONGER THAN 4'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR FACH EMS, TYP. r r!.'s ( 1) OR(2)A,-.CH04S BASE OF UNIT SHALL . / j . • PER ANCHOR BC FLASH WITH BASE ' ,v T.% 3/B' SCHEDULE Of W PERMITTED, SUBSTRATE PERANCHOR VARIES) 2" TIE - DOWN CLIP 4 ANCHOR DETAIL 3 r - 1•- 0' DETAIL CLIP IS DESIGNED FOR FULL CONTACT wry THE BASE OF EACH MECHANICAL VFIIT, TYP. IOU[ 4 OfAut00. •. l. Mrrirrb Ar IJ O`S o hhr g W N b f W QWi0 ` 1 0 TABLE 1: Vult=175 MPH, EXPOSURE C IFOR USE WITH A RISE CATEGORY II SI RUCTURE IN 711E HIGH VELOCITY HURRICANE ZONE-) MAXIN'.UM ! 1 7 SURFACE AREA OF UNIT UnIT Ci C2 tl C4 UNR'S LARGEST J HEKM WIDTH FACE 6FP IN'MAX 12* MIN WA I ATGRADE AT GRADE •: H520OFF 9 F7'' ; 3Y MAX t 15• MIN WA J ATGRACLI AT GRADE L H 160 FT A AT GRADE I NSIODR MS30FT HS200ET^ A 6R' AIGJIAOE 1 N54DR AT GRADE'* M6»R. L- 9FIt .4WMAX 24'WIM WA 1 AT GRADE. AT GRADE ! MSIBOFT . 12Fr H/A' AT GRADE ATGRAK 1 N14IF1 IS Fr' WA 1 ATGRAOE' A._ 1 ATGRAOF Io" A AT GRADE. WA i AT -wetAT-wetJ 2S FT4 , 6ff MAX lB' MIN WA 1 AT GRAD[ WA- _ GRAM BO ii' A• Al GRAM' r 36 R' -: L. M/A F A'• A? T AIGMDE THIS TABLE IS PERMISSIBLE 70 BE USED WITNI,Y THE M4R WHICH CONIAIHS BROWARD AND MIAMFOADE COUNTIES. CNECX WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CFATAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCTURE') ALLOWABLE ROOFTOP HEIGHT IN) TIE -DOWN CONFIGURATION TYPE MAXIMUM t SURFACE AREA OF UNIT ' UNIT I CI C2 Cl C4 UNIT-S LARGEST HEIGHT "DIN FACE ) 6 FTt J24'MAXj 12'MIN N/A AT GRADE t H5200FT 760R<N6160 FT Nf200 FT 9 FT' 32- MAX 35' MIN N/A 60 FT < I SFT AT GRADE N f 200 FT Hs200FT i HSMO FT HS2DO FT ' 4 FT' { I AT GRADE 60 FF<Hf200fl ATGMDE H1200FT HS40 FT HS200FT 160R<H3200R6FP { 9FT' AS' MAX 24-MIN 11/A I NS200FT !R4GIIAVER• N'S21pR urT' ( I N/A A, -GRADE 60R<H.200Rj WA 16 fF I I NIA AT GRADE N/A H S 200 R 20FT' ( ( N/A ATGRADE J N/A. H5200 FT IS R' i1i N/A N/A y N/A iGDFT H!HS39 IFT 2DDFT: 60' MAX aM WIN AT GRADE 30 FT I WA N/A N/A j60R4Nf1BDR 36FT WA WA N/A ATGRADE AS AN EXAM PI E, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BWH CDUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF IMIS TABLE V41THIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISE CATEGORY 11 STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') 1 Au0WAB1ER00FtOPN[IGMIIn TIMA" COHRGUMTiOR TINE I RMAQ MLA OF UNIT I UNIT C { a C3 CA l UICITI AWIEFT HEIGITT j WIDTH I ! 6 FT' _ _ 2A' FAAIt lY M 14 x AA ! A7 GRADE AT GRADE N 6100 FT 9R' S2-MAR '1S'MIN NA :: AT MOE N/A Nt'10-R ITT' _ _ --! _ AT GMDE H110OF7 AT GRADE N5210 11 6FT' I OVA . IRS IS FT ATGAAOEHf200F7 9 FT' -_ 4T MAx 24' MIN IVA I AT GRADE AT GRADE- • n S 90 FT 12Fr' N/A Ali GRAp 'VA Al GRAM S6 FVFV _ _ _/FTA_'j AIGAAOE _ N/A _ ATGRADE ZO R• i WA - AT GRADE N/A AT GRADE 2S F72 N/A - N/A _ l AT GRADE 60• MAX 46'MIN__ DOFI' ; MIA KA ~!VA AT GRADE 16R' WA •N/A .NT AT GRADE 1N1S TABlt is PERMISSIBLE TO BE USED WITHIN THE HVHZ014101 CONTAINS BROWARD ANDMIAMFOADE COUNTIES. CHECK WFTN LOCAL AUTHOMY HAVING JUNSDICnO'J FOR THE APPLICABILITY 0% THIS TABLE WITHIN CERTAIN ILORIOA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISE CATEGORY I STRUCTURE') ALLOWABLE ROOF-TOPHEIGHT (N) TIE -DOWN CONFIGURATION TYPE 1 SURFACE AREA OF UNIT UNIT I ClC2 C3 CA UNITY LARGEST HEIGHT WIDTH FACE 6rt' 20' MAX' 72'MIN WA I MS20OFT AT GRADE F.4200 FT 60FT.14isor. 9fl' S7' MAX f 1S'MIN f NfA AT GRADE N/A FS200Fi t60R<H5200FT- A W ri Nr^ AI Q n U Z tA n g zff a0Zr! G zi Lu u s Div Z (n z 0. m Z 4R, t ATGRADC I H5200 FT 60 F7 < 11 S Roo R, HS 20D fT P9200 FT G = a w $ I1 I• t GR' WA Hs2ODR HSISrt H520DR JsL qI j''13;i1 9 FT' 46'MAX , 24-MIN i N/A IBpfH<N5200 Fi. AT GRADE GO M12FT I12 iT' N/A AT GRADE fO FT< H 1120 FT NIA k 1200 R A' S F F 16FT' N/ A N/A. N/A 60 FT<AO FT . IO FT' - I F - ;- -N/ A, ATGRADE H/A HS40 FT soR<HS200 FT J 2 et'YAa j ATGRADEItalt25FT' NIA WA N/A 60FT<Ns20OFT 15-2378 WMAX , 48' MIN . -. 7 ' «._ AT GRADE Nra L 44_ ER.fOlnnotl 30 R'•., - N/A _. MIA'..- _ tJJA 60 FT< Hs IDOFI 3i F7' MIA N/A N/A 047 GRADE AS AN EXAMPLE. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PAW. BEACH COUNTY. CHECK WITH LOCAL -- 1 AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. 1 1 TABLE 5 : Vult=140 MPH, EXPOSURE B If OR USE WITH A RISK CATEGORY IS STRUCTURE-) F uIOWABLER00hiO NETGNTOIT ' E0.VFIGURATIO"" MAXIMUM_, tTIVOOWNSURFACEAAEAOFUNITUNITC1IC2O CI UNITY LARGEST HEIGHTWIDTH ' FACE 6 FT' 24-MAX I 12-MIN : NS1SR I HS20OFT I HS2WRt60R <H 3120R, H1200R 9 FT' 3r MAX IS -MINI AT GRADE I HS200R i H12009 11S200 FT 4 FT' H12WR i' HS200R HS200FT HS20D FT HS200R6F1' H 940 T ' 60Fl<HS200Ri NS200FT IS S 200rt HS200R9FT' '4e'MAX 24•MIN I ATGRADE i HS2WR N1200R6= F760R 12 Fr i AT GRADE ISS20DR H140FT FT HS2WR WR<II 1200 NS2WR16FT' I HSISrt WA HS2WR 20 FT' HS15R WA HS2WR HS2WR I B0R<HSISOFTI 2SF1' A IH540 FT^ AT GRADE NI 60R<H S9OR WR HS260R<HS2WR I--- 6rMAX 4r MIN - •• __.• . HS2 WR 30 Fr 1111113R WA 60 IT < HSIWR AT GRADE 36 FT AT GMOE AT GRADE N/A 6OFH6200ITKROFTTABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY IT STRUCTURE') ALLOWABLE ROOFTOP HEIGHT ( H) W.nnww TVPF MAXIMUM _- l 1 SURFACE AREA OF UNIT UNIT Cl C2 C3 ciss ' p 1 UMT'SLARGESTHEIGHTWIDTHFACE9 ' 6Fr 24' MAX 12' MIN I AT GRADE H 1200 R I M 1200 R I H S 200 Ff C i 9FT, 32'MAX IS'MIN N/A I HS200FT HSISR 10FT<HSZWFT NS200R ) 4R' H1200R HS200R I H1200FT I H 12 00 fT f 6Fr AT GRADE HS 60R IeOFl H1200FT NS20DFT I Hs 2W fT H12WR OFT 60R< HS200 FT HA 20DfI i 9F1' • 4r MA% 24•ALIN . AT GRADE 12 Fr N/ A IS 1200 FT I AT GRADE 60Fl<11S140rt H52WRN115 60R FT H52WR AT GRADE H S 2W FIT 16 FrI N/A 20 Fr l _ 1 N/A HS30 fT AT GRADE HS200 FT t 2S Fr WA AT GRADE 60Fl <HS140rt I AT GRADE' NSIWR 6?MAX r- 43'MWI— 30FT' N/A Ij AT GRADE WA NSIWR ' N/A - 1 AT GRADE' . N/A _ 60FT<H 1200 FT TABLE 7 : Vult= 140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') OOF•TO ALLOW ROOF TOPHEIGHTIN) TIE-0OWN CONFIGURATION TYPE iMAXIMUM SURFACE AREA OFLOOT: UNFE Cl C2 C3 CA i j UNIT'SLARGEST I NEON WIDTH FACE I 6FrIN' MAX t1YMINI WA HfIWfT N130FT NS2WR ' 60R<HS200FT 9 FT'` 11' MAX I15'MM I WA H12WR ATGRADE H52WrtT• 60R<HS140 Ft 4 R'• HA40R H12WR H 1200 FT HS2WR I 6Fr ) AT GRADE 60RcH910DR HS2WFl HS2WFT H12WR 9Fr 4r MAX 24'MIN i WA I HS2WR HSISR 6OR<HS20OFT,_ HIMFT 12 F1' r Wp 0 H140R' AT GRADE 6R41152WR 60R4HSDDFT HS2WR I I AT ti FTF I N/A g1R<NSt 200R WA HS200R_ 2p}TF-^ • -• MIA, ATGRADE SOFT <HS2Wrt AT GRADE_ 1 N/A GRADE WA HSIWR HSI WFl IS FI' 60R<OR 60'MAX Ar MIN NS40R 30R' N/ A WA Wi' 60 rt 4 H i 200 R j AS AN EXAMPLE, THESE TABLES ARE PERMIS90LE TO BE USED WITHIN BREVARD COUNTY CHECK WITH LOCAL AUTHORITY RAVINGIURISOICTION 16 Fl< N/A N/A N/A ATGMOf FOR THE APPLICABILITY OF THIS TABLE wI1NIN CHl1AIN FLORIDA COLMTIlS. 60 R < H S 200 FT; 15-2378 a 4/ P • E • \ •T ENGINEERING EXPRESS PRODUCT EVALUATION REPORT ENGINEERING EXPRESS EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with,#!9,T j-D1.7.61-88 test standards per test reports)#TEL.0197a387A and #TEL, '07038713'by Test #lA,e j'bratories, Inc. _:.`Q:•• r• -•': rr O_ STRUCTURAL ENGINEERING. CALCULATIONS Raise'd:Eh peees Seal Valid fdt- Peres_— Structural engineering calculations have been prepared which tQ-2j evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1: Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3. Minimum Unit Weight Flank !,f, PE004 g 5 4. Maximum Allowable Unit Surface AreaIiI111tNN 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM ENGINEERING I. ExPF?ESS' 4/14/2015 BMI P 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 12'" AVENUE * 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM SUBDIVISION: IUI'CS I i LOT Ma-7 O .lob Address: ParcellD-'J Type of Worl CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I I - 3 - is — Documented Construction Value: $ r Historic District: Yes No g I n% LJ 111Jci1/lR5 Residential 0 Commercial Addition D Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title:_ Phone: Fax: Email: Property Owner Information Name V S Phone: Street. Resident of property? 7it City, State Zip: 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: Sheet: City, St, Zip: Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Arch itecUEngineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON Tl-ll; .IOB SITE, BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR I,ENDER 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools; furnaces, boilers, heaters, tanks, and air conditioners, cic. FRC 105.3 Shrill be inscribed with Ibe dale of application and the code in effect as or that dale: 5'4Edilion (1014) Florida Building Code Revi. wd: June 30. 2015 Pemtit 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 ol'a plan review Ice 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 e1•icct 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. abI Signature ofOttmer/Agent Date Signature f /Agent 7 °°gvSANtr%y Print Owner/Agent's Name Print Contracto Agent's Nume EXPIRES Signature of Nntary-State of Flonds Date ignature of otury-State of Florida Date GEORGIA JUNE 8.2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID " Type of ID Produced 1D Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application J 64P I CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1"1 - 7 3cm II 11 Documented Construction Value: S L0200 a) W-1JobAddress: e U Historic District: Yes No Parcel ID: Residential []Commercial Type of Work: Ne-ty LJ Addition Alteration Repair 0 Demo Change of Use Move Plan Rvview Contact Person: Phone: Fax: Email: Property Owner Information Name Phone: 11 Title: Street: Resident of property? : City, State Zip: Contractor Information Street: • Fax: City, State Zip: i P l % -7 1 State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: _ Mortoage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CO,I\7ENCE-NfENT h•IAl' RESULT i.\ YOUR PAYING TWICE FOR EMPROVE IENTS TO YOUR PROPERTY. A NOTICE OF CONEVIENCEN•IENT 17UST BE RECORDED AND POSTED ONME JOB SITE BEFORE THE FIRST INSPECTION. 1F YOU INTEND TO OBTAL\ FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CO. M.\-IENCE:\9ENT. Application is hereby made to obtain a permit to do the %vork and installations as indicated. I certifj, 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, plumbinb, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed m•ith the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30. 2015 Pemit 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 cotuity, and there may be additional pernuts required froth other governmental entities such as %vater 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 ftsured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value. credit %will be applied to your permit fees when the permit is issued. - OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all Nvork will be done in compliance with all applicable laws regulating construction a3Ad_zoning. Signature of Oumer'Agent Date Signature o(,ftgtractor' ecn[ Date Print OWroer/Agent's Name Print Signature of Notary -State of Florida Date STEPHANIE RALLO Commission # FF 175017 Expires November 9, 2018 DoOd ttw TMY vsh tnunJp 00J1s Owner/Agent is Personally Known to Me or Contractor/Agent is •_ Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mecliauical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Din. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes Into 1 of Heads APPROVALS: ZO\UNG: E>\tGfNEERrN,G: C01\71NIIENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes \to WASTE WATER: BU1LDMIG: Revised: June 30. 2015 Pernit Application FDIC R 0 UESProjectNo: 0110.1401008.0000 Workorder No: 9363657-1 ENGINEER NG SCIEN ES Report Date: 3/13/2018 Consultants In: Geotechn I EngI eenng • OUT uiental sciences Gehyslcal Services • Constru • ion Material Testing • Threshold Inspection 9ullding Inspection • Plan Review •Building Code Administration 3532 Maggie Blvd;•Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 in-Place Density Test Client: UES Technician: Fernando Montalvo 2600.Lake Lucien Drive Suite DMaitland, FL 32151 agate Tested: 03/13/2018. - Project: Thombrooke 40s & 50s, SF House Lots ra L Area Tested: Lot 279 (480 Rocky Grove Lane) TvDe of Test: Material: Fill Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Top of Fill Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil'compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pd) ptimum Moisture 1%) Field Dry Density Pcf) Field Moisture 1%) Soil Compaction 1%) Fill Depth inch) Pass or Fail 1 Wesf Footing.(Proposed Footing) 0_1 ft 108.3 1,0.7 107.3 7.1 99 N/A Pas: 2 North, Foobng•(Proposed Footing) 1-2 ft 108.3 19.7 108.9 6.8 101 N/A Pas: 3 East;Footing (Proposed Footing) 1-2 ft 108.3 10.7 106.3 7.3 98 N/A Pas: 4 Sbu tttEast Comer Of Lot 1_2 ft 108.3 10.7 107.7 7.7 99 N/A Pas: 5 NorthEast Comer Of Lot 2_3 ft 108.3 10.7 108.8 6.5' 100 N/A Pas: Remarks: Footing Not Excavated. Proposed Footing Tested inside lot w Tn nn/nhl:w/+ .....L.I n.r Mn/:..n /n I /n:vnrwnl e nl:nn/e ILn Onhlin nn'I n...r..A.n.. nll .nnnAe n.n e..A...iNnil nn nnn.Inn/:n/ mm nrh. ni nn nlinnln .nrl n.r/I+nri.n/:nn CITY OF SANFORD BUILDING S FIRE PREVENTION PERMIT APPLICATION D Application No: 11-7-3 7 J Documented Construction Value: S Job Address: 0 (Ol}e U-t Historic District: Yes Nog Parcel ID: Residentiae Commercial Type of Work: Newo Addition Alteration Repair Demo Change of Use 4 Move Description of Work:' MS44 oYvt o AMC- U AVx-t.A . W& f L Plan Review Contact Person: \Jk yIr. j I y! - —Title: Phone: `k-1-5 5 Oa E Fax 333-385.3 Email: kyu- Jla1' can, 1 Property Owner Information Name 1 U'' Phone: Street: Resident of property?: City, State Zip:' nn ! Confrac{or Information / , Nsme 1-7-%0 Y'hone: Flo Street: 31 Coatsco'(9)auFax: L10 ,?- F?,53r City, State Zip:i1 State License No.: Cn 3 a-Y Naive: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30,201 S 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 efii+at 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 z9oiirg. signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date of Contractor/Agent Signature of CHERYL D AKERS MY COMMISSION # FFOOS962 EXPIRES June 05. 2020 J 8" Owner/Agent is Personally Known to Me or Contractor/Agent is _Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: UTILITIES: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application oovt I IT.;Iar;l 1_ fIl Qn ih1./1lwwe t a • ua [ 1 V tll.atl.e Ou. !/1!/1011 iwKnitl I"A mu.»ow - " tie.-. •-r..4.nt •. r. - .)1PN.r- ./ - - t.l lr.r.lb tar4... to+...(.t.aL..O.Qten.], ' e1tM.) Unl.u.. • u helm k7!-! ptlN .w.a • im:GH. It4.. K.1A4 m.IpOn..I• - w.)... _ _ ._.--. . ' _ S .1f!t .iv USS ur..•Wriur04law..+ . Y.Y.M Siam wa :IY.4i.r Oni]K.7m. Af ^ram[ .Ylnll />7 •LO t.wa%Swm IY.0 m.W1. enNN.eViu.0aw110.0• f'IA)4r N.1.. 10 f\I•,4 L1A)Iw lRl _ _ _ WW .1..[ it-.r.N1 wlM wi11M .P [O t nCMVGa _ 6:)11)) Y.rVWI irk W [lq.•J•. UMft tta•t..wY.Y a11W- .•-6iYW..r<. .. •-jIllm W,['•-• S.:.YU• OLIWRAmI:SOCNIICNCIA, M 0:149l • __••• LO Sk." /LUX WIN "Sic SIYaiM CL•JY r1UwG M[t.7»>.,111 M-1.f1. WJ, _ Octi-P!LX tW1[C 1201 ftr.i-L•I IYr .-A1SCMlp`dw ZZ, .t!•:•..I,mp0 Y.6.A.... h.--W"K •l`.Yr :,al.f. ~•__ bw•J 1.LNt0[SIRmC, -CIt1 9UY 9 1121 iM.m.. tit CKIY -M IVL4.w lY "416 O:tr.tw.nlMn.fP.10.4', I.PV I...•1a. _ Itwo Iu.0 IC• :t1 ,P NhL y W/OYO c) D.MUI ,.:w.IW..v.tap lVl,.Vi 1A Ill•R IItS ip1 h.n•.•r..V OmC .+...^.IQSA wC70h A.e•r.r WlV.i/.u.w W.w _uflu IILNYti On W t.IT•i.V C.t.4:C•..Ct ..IIVtI ..+u _tAR _ Son tV,•..... n .ml),t :_. pl=•_ SON- Iw..rr maa oasu ma". mM)fl 41. W1.1- SD Y•mM SO'.= m NK 1LL\fw Iw Irwa•,.. f t T..f :V.1 M1. .14i1R Wt ./Um w:.t 111=tlln. m,TYI Wf}7l.fC[ W IOfYUt• tw.wd. w _ L•YCaiL O...P.pm i .--mt m.:C-e-Y1>l.ilND.i.Ri - tW Wu IDI.M. tl1+P.L a Tf1Ui Opr.Qrw.J.n.OaY.rr,11.Iw q. . tw tU _ tR t Yrl.O L'1K` •[Y!V.r!1 1VYT OOL•..t.. [..+D.A.'iWlhrQu I.IK MA- --m a.tSU lata V OY.YI_ NC.r.f :•: r fw`Jr Ill+.wf L/ )fY I- Ita r. l..,.l.0 hO1Ct C...r V7CDm .t91N M1C•Y.tM1.../..inM.lf. II71Y IC,[ f.]l.Y :n.Itm,Tnur..-......•[ Y KIaSt MC•l..ru.r..../,I..IYtv.w tft StRL_ _ Cl IA.. Y. Q tl11LIK t.w•.wwpo.0 I[IOuu I...I.n.l law Qt•C' 10A.;6 g1.NKI:tf.,Iw fmOfltOOl fatu= 1A..Iw fY I..M ttwtD Iulm ba - 17YJ.. t4L.16nG..nle.elT..we t 4I m Ytt) 1^t w._....> t11Dit ..w l_io.r 1vDmm _6R.w1 _. .w r - . tea IU W MAL rOr.•w .r.W lr.r Q W(TCCO•O. YIYD r Y!_ _ _tY- Si±a _• Ls IZI 11- r..1`A 1^7NRC uwr.w plf.. .I^lln a... Y.r..•/Mw.- `. . i • ziOJ 1 .! .orb u1.1.0i1J4 a.t•KJ',C6.Ta^- Yui 1-I....1--M.1i..Iw t! $.I SKIS. IL7 tu..Y1. 1...1 IatuCC htti.>.1,6rP ttL7C.n CI.f.1r1 _ rlLflm wK '-'.a1.f..r qt,l. nnu4.ltTllO.I+C[ ! mJm Ismail Yw,w. & qa0 . .t1 .O.Mr. M.O..>W IOrNt.M - --1qw 1.4 ah" :p.+•.'..9ttaq,n G'l}IRIu.Ca 1SJ Y[:.u•• .. e.a.Jr t• .S tO,A %I101C y IM..m•. Q ltnow Y..lwp{bi . 24 03r.[.I,w•{MdI,uYY h..NV. -_ Ib1L IY.[ iW41r tU M.l,taLL'tOG)W1.. C:[)W) lnP+.trn1.....X..f>rSMn, W ISNAG._.- 1 1MI r.. Z lilt WMY.r PICm, IRRf -C •LlR / A1 IIC IN mcm WIN Y1ar. at -I N ^""[ r =.!In -.rJ SKY.+•,.... - 1.0 _ _t ir li)1• Oaf ts.s....m mma Mr..tryh.r CC[71u I.I.VW 1111m ..IK Cn+.+,l.t ri ull.atCWCa /: <i...•. W.Vu.. .• ,... 1w 1 s[w. Sum NOW vl.IM. att V. t. WtM1IOIIdaA, ti OCtn.J\ 1 IM tl y wC u_! J IY.Cm..W I IOtC Ip PIO _ .Y1t11GU tea.. 1ItNO pp _ IWlir .mum,hl..... •_. _ -• _ - - _ iD ur... ... 4iw•^ uNlu) Yr..[M[. r..n-^•-••^~- "w _ IY .MaL SQIIw a1W. w, WGC10.IPC a. Y lawt tl1 Stan DL. A. it..r.A.w I.•r.. ... YCgLt Y•S.r1 ItrL. I..t• - ..CM.YtlwA.r9oK..aa mullu .i.0. -_ //) fmat ta's f)Fi[ A. s1^-•.- w.... 1 C!••f`rwH w.W9 'rI4.,•['s •t{/tt YY w tA+.4.lIIl WtAl4FC.wal fti wl.Rf gW 11&e I US I-! -am ttx.•tw. 1.u.:.atl.plulan.K , 91//1 .In IWIw t6Yr(af W a fib MIMS catr•+•..M,n..N.I411Y^^I.irAlwj(1 N^ SD )T - MI t" n...r..r.a YIPMeallli.l 1Yl1Uti wrlt•Yw uirm.. /Ir.f... WIN IY.[ .Y41r .pr11.Y ... tT4M10V..1\ g11.:tt ..•l::r..w«/w.Y_l.dw to ima UXLX AM --!4 UtR4 mw..l. rhlw.a I'>aw WIX II.IC µ}IW. Oa.lp.V,tI1a,MOpOTOm.:a f1- mmul f WIN W-4 tuti. I. mIW./I:WL COIOtCtwOa M R:uU- )- [wY+ _ fm t tt[Jf ua 6.$.r.,p_ !X w...Y.w IC/tMY' /t LI)I ar...... _ tlal. .YK Ul.4n. apr:.WDR. 4 101O00"41 WMIC: tYfan u f.4 4Yt1 ItRa1• w.M•trplOoi . ,...C' 9 I.tr Ae M.OvwO1 SM. P.Irm.O._ M,[ - tm.V... any. t.Y4WtDl]nCAgl SA•. GUNS12 9/ ir.rrb.r•.a / M 1YsM! n,as0 Yt41/1 RT.'iw.l.In.RIIO..'J CVD,IiM1i tanN Kru to.- Zb M1:AN COIOtasIm 1 IDl .la•+a...\ Imnut 1r....... Plt.w .VOIRtI w',[•n'..Ww.../...I.l.m. -•'• Im" -.w/IO 11].4A t8+hf4t1•L'1 tCCfMSt f1 'l'Ydm M.[•\.w Yer /r...pM 1'J %Sma IML JU 1•.w...11• finewx nrY.INIGw Or. CAYIIYI Y+....III rl..lv.wA.t= Ytq WIN 1M41 WY NAt'{W m1O.Ltirit9W. mtluaa WW4.:0 4.. .a 011/T tonal fAl urrw. - 12 to WnFR/ Cwa ' .Wu Y.trpw.YU Y/llH.,l! rm:W uRL w mI.WY,I..t. t•ItDOlU..O[ mlM.7y0•.O.l,r.00 WnVi1i.1-• _ fD - tmO-"_tCS In f WIN PA[ mII- ml. 0 tl.. WC^w4IWW[ SA_• t:lWa 4...i I.NOu+ON `n.Y.1 9m m-tt J)i t-i-SO ..2saw tlrr.7.O.IGwV aWugf ..1>:=M.WV.w/wil tn.:. - UIt1f ii:K-. - wyr Mrw K.T11Wt'JOTO'VKa_ M-'WIWI! w c.rwr V../ww.upv 1 Yrr ts Y tl ) 2:1 I.ar.wrt.., a. r..w14p1.I Itrp.. Y.Itf.1 m Itul mt+.16l1agWClwlfwltp0 a -m1lwi .....u. sw LLMA Pi" wuw ..Pe afY tr.+. m.maW.-.••^--- a f.•.:ctoa e...r.. ue wlwl E nO 11I P.y..t.U. lQliiC arrrw O.i. amh sia. mll•4r.A4.Ow?• aw.[b Wa INK- altw tff 1V...ArC OOt a UVp ni.n W.W.i1. CLY-Cw.,.w.Ni,Ib6 W....iAi •_ - SUM In, OYY• C4M.IM Nm.fllYm[ La CCYu •4wM\.M.1QIbt, t= Sw9 tium l'St Mti.4.1? IOtIJ7t ON.r 0pltn.i OCUl1 .vti.w. Y...w./11r..a..M - itttil.ifl ta•WN ..m-Jtimal M Olsim Uti.kw Yj..:rPOY+I. S 1t1 DmR Rye i UIW .iK IW..! :U%W. VISi.O. ti[%11bwIR• lr milq[ 1..-m H1 •P:) 'YJ IS 117tb .Y4m.n1. [A•W.pu. Wm t O1f1. 4...y.. li fSiLL MA 0 I...rM^+lUU1Pf. .r•w Mlfw. ..Ratw1 Y.V,•prw ltrYw+• m I.eK -. UI IY.Marm iL•m.t a..w P1A..a jobs, ..K •fmaom. J• Q/..t pSJ.tw+i w..OUYY halir.tY.. - Ip IICS t UI [•rV.ru1G i'Y'.O[• I.^I,MriI -IONClr•tw..1.....1Y.AO.L.wt.•..tl. .m AIL Id..r M_W.a ltm6LVAtl L. StYN mtlrtr•n....../p.f.,yl.a.. hrt _ . Ifs 1 tm2 1:f 1.r..0 t IUO\T. F..!.1 nib w 1 w.L..1•..ww...I.rwOrY• : .K I.tY.M. QO.N1C.Iw7:l1 GCVStO.Kt 42,I1I1U .I,C•M W..rr/N.IY1ut. 10 a)JL •IEaC JL 11..r1..l.lw Itt11K . u wVidu. mO1. MAW - 11 f1aD m.[ - ImdiY miW IPAt.W D000 I.Oa 1I i11" MWu. tW tlu3 0&SAI: I IpfW 1NK Uf).1.1.. aRW4lTCt. P m.Oltrl la SKI `SW.D Iw YMI ID Il'Jllr 4JIIC Rf."IY.r.' _)f10V[ u..r PPI/Y.. W.w.Y Ofa..tw...,w Od.r\iVh.Mr.W IIaLi IC.L 1mi.Mr gl•IwmuPI WtOC111N.:a - LO)WI( 4Xf.S.wYM,I Y+.t1Y l.I..l.t .w :t) CI• Lm2 III tIInlpl au rK.101 I1, 0/11b.Ulf,Y ih1./1lwwe t a • ua [ 1 V tll.atl.e Ou. !/1!/1011 iwKnitl I"A mu.»ow - " tie.-. •- r..4.nt •. r. - .)1PN. r- ./ - - t.l lr.r.lb tar4... to+...(.t.aL..O.Qten.], ' e1tM.) Unl.u.. • u helm k 7!-! ptlN .w.a • im:GH. It4.. K.1A4 m.IpOn..I• - w.)... _ _ ._.--. . ' _ S .1f!t .iv USS ur..•Wriur04law..+ . Y.Y.M Siam wa :IY.4i.r Oni]K.7m. Af ^ram[ .Ylnll />7 •LO t.wa%Swm IY.0 m.W1. enNN.eViu. 0aw110.0• f'IA)4r N.1.. 10 f\I•,4 L1A)Iw lRl _ _ _ WW .1..[ it-.r.N1 wlM wi11M .P [O t nCMVGa _ 6:)11)) Y.rVWI irk W [lq.•J•. UMft tta•t..wY.Y a11W- .•-6iYW.. r<. .. •-jIllm W,['•-• S.:.YU• OLIWRAmI:SOCNIICNCIA, M 0:149l • __••• LO Sk." /LUX WIN "Sic SIYaiM CL•JY r1UwG M[t.7»>.,111 M-1.f1. WJ, _ Octi-P!LX tW1[C 1201 ftr.i-L•I IYr .- A1SC Mlp`dw ZZ, .t!•:•..I,mp0Y.6.A.... h.--W"K •l`.Yr :,al.f. ~•__ bw•J 1.LNt0[SIRmC, -CIt1 9UY 9 1121iM.m.. tit CKIY -M IVL4. w lY "416 O:tr.tw.nlMn.fP.10.4', I.PV I...•1a. _ Itwo Iu.0 IC• :t1 ,P NhL y W/OYO c) D.MUI ,.:w.IW..v.tap lVl,.Vi 1A Ill•R IItS ip1 h.n•.•r..V OmC .+...^.IQSA wC70h A.e•r.r WlV.i/.u.w W.w _uflu IILNYti On W t.IT•i.V C.t.4:C•..Ct ..IIVtI ..+u _tAR _ Son tV,•.....n .ml),t :_. pl=•_ SON- Iw.. rr maa oasu ma". mM)fl 41. W1.1- SD Y•mM SO'.= m NK 1LL\fw Iw Irwa•,..f t T..f :V.1 M1. .14i1R Wt ./Um w:.t 111=tlln. m,TYI Wf}7l.fC[ W IOfYUt• tw.wd.w _ L•YCaiL O...P.pm i .--mt m.:C-e-Y1>l.ilND.i.Ri - tW Wu IDI.M. tl1+P.L a Tf1Ui Opr.Qrw.J.n.OaY.rr,11.Iw q. . tw tU _ tR t Yrl.O L'1K` •[Y!V. r!1 1VYT OOL•..t.. [..+D.A.'iWlhrQu I.IK MA- --m a.tSU lata V OY.YI_ NC.r.f :•: r fw`Jr Ill+.wf L/ )fY I- Ita r.l..,.l.0 hO1Ct C...r V7CDm .t91N M1C•Y.tM1.../..inM.lf. II71Y IC,[ f.]l.Y :n.Itm,Tnur..-......•[ Y KIaSt MC•l..ru.r..../,I..IYtv.w tft StRL_ _ Cl IA..Y. Q tl11LIK t.w•.wwpo. 0 I[IOuu I...I.n.l law Qt•C' 10A.;6 g1.NKI:tf.,Iw fmOfltOOl fatu= 1A..Iw fY I..M ttwtD Iulm ba - 17YJ.. t4L.16nG..nle.elT..we t 4I m Ytt) 1^t w._....> t11Dit ..w l_io.r 1vDmm _6R.w1 _. .w r - .tea IU W MAL rOr.•w . r.W lr. r Q W(TCCO•O. YIYD r Y!_ _ _tY- Si±a _• Ls IZI 11-r..1`A 1^7NRC uwr. w plf.. .I^lln a... Y.r..•/Mw.- `. . i • ziOJ 1 .! .orb u1.1.0i1J4 a. t•KJ',C6.Ta^- Yui 1-I....1--M.1i..Iw t! $.I SKIS. IL7 tu..Y1.1...1 IatuCC htti.>.1,6rP ttL7C.n CI.f.1r1 _ rlLflm wK '-'.a1.f..r qt,l. nnu4.ltTllO.I+C[ ! mJm Ismail Yw,w. &qa0 . .t1 .O.Mr. M.O..> W IOrNt.M - --1qw 1.4 ah" :p.+•.'..9ttaq,n G'l}IRIu.Ca 1SJ Y[:.u•• .. e.a.Jr t• .S tO,A %I101C y IM..m•.Q ltnow Y..lwp{bi . 24 03r.[.I,w•{MdI,uYY h..NV. -_ Ib1L IY.[ iW41r tU M.l,taLL'tOG)W1.. C:[)W) lnP+.trn1.....X..f>rSMn, W ISNAG._.- 1 1MI r.. Z lilt WMY.r PICm, I RRf -C •LlR / A1 IIC INmcmWINY1ar. at -I N ^""[ r =.!In -. rJ SKY.+•,.... - 1.0 _ _t ir li)1• Oaf ts.s....m mma Mr..tryh.r CC[71u I. I.VW 1111m ..IK Cn+.+,l.t ri ull.atCWCa /: <i...•. W.Vu.. .• ,... 1w 1 s[w. Sum NOW vl.IM. att V. t. WtM1IOIIdaA, ti OCtn.J\ 1 IM tl y wC u_! J IY.Cm..W I IOtC Ip PIO _ .Y1t11GU tea.. 1ItNO pp _ IWlir .mum,hl..... •_. _ -• _ - - _ iD ur... ... 4iw•^ uNlu) Yr..[M[.r..n-^•-••^~- "w _ IY .MaL SQIIw a1W. w, WGC10.IPC a. Y lawt tl1 Stan DL. A. it..r.A.w I.•r.. ... YCgLt Y•S.r1 ItrL. I..t• - ..CM.YtlwA.r9oK..aa mullu .i.0. -_ //) fmat ta's f)Fi[ A. s1^-•.- w....1 C!••f`rwH w.W9 ' rI4.,•['s •t{/tt YY w tA+.4.lIIl WtAl4FC.wal fti wl.Rf gW 11&e I US I-! -am ttx.•tw.1.u.:.atl.plulan.K , 91// 1 .In IWIw t6Yr(af W a fib MIMS catr•+•..M,n..N.I411Y^^I.irAlwj(1 N^ SD )T - MI t" n...r..r.a YIPMeallli.l 1Yl1Uti wrlt•Yw uirm.. / Ir.f... WIN IY.[ .Y41r .pr11.Y ... tT4M10V..1\ g11.:tt ..•l::r..w«/w.Y_l.dw to ima UXLX AM --!4 UtR4 mw..l.rhlw.a I'>aw WIX II. IC µ}IW. Oa.lp.V,tI1a,MOpOTOm.:a f1- mmul f WIN W-4 tuti.I. mIW./I:WL COIOtCtwOa M R:uU- )- [wY+ _ fm t tt[Jf ua 6.$.r.,p_ !X w...Y.w IC/tMY' /t LI)I ar...... _ tlal. .YK Ul.4n. apr:.WDR. 4 101O00"41 WMIC: tYfan u f.4 4Yt1 ItRa1• w.M•trplOoi . ,...C'9 I.tr Ae M.OvwO1 SM. P.Irm.O._ M,[ - tm.V... any. t.Y4WtDl]nCAgl SA•. GUNS12 9/ ir.rrb.r•.a /M 1YsM! n,as0 Yt41/1 RT.'iw.l.In.RIIO..'J CVD,IiM1i tanN Kru to.- Zb M1:AN COIOtasIm 1 IDl .la•+a...\ Imnut 1r....... Plt.w .VOIRtI w',[•n'..Ww.../... I.l.m. -•'• Im" -.w/IO 11].4A t8+hf4t1•L'1 tCCfMSt f1 'l'Ydm M.[•\.w Yer /r...pM 1'J %Sma IML JU 1•.w...11• finewx nrY.INIGw Or. CAYIIYI Y+....III rl..lv.wA.t= Ytq WIN 1M41 WY NAt'{W m1O.Ltirit9W. mtluaa WW4.:0 4.. .a 011/T tonal fAl urrw. - 12 to WnFR/Cwa ' .Wu Y.trpw.YU Y/ llH.,l! rm:W uRL w mI.WY,I..t. t•ItDOlU..O[ mlM.7y0•.O.l,r.00 WnVi1i.1-• _ fD - tmO-"_tCS In f WIN PA[ mII- ml.0 tl.. WC^w4IWW[ SA_• t: lWa 4...i I.NOu+ON `n.Y.1 9m m-tt J)i t-i-SO ..2saw tlrr.7.O.IGwV aWugf ..1>:= M.WV.w/wil tn.:. - UIt1f ii:K-. - wyr Mrw K.T11Wt'JOTO'VKa_ M-'WIWI! w c.rwr V../ww.upv 1 Yrr ts Y tl ) 2:1 I.ar.wrt.., a.r..w14p1.I Itrp.. Y.Itf. 1 m Itul mt+.16l1agWClwlfwltp0 a -m1lwi .....u. sw LLMA Pi" wuw ..Pe afY tr.+. m.maW.-.••^---a f.•.:ctoa e...r.. ue wlwl E nO 11I P.y..t.U. lQliiC arrrw O.i. amh sia. mll• 4r.A4.Ow?• aw.[b Wa INK- altw tff 1V...ArC OOt a UVp ni.n W.W.i1. CLY- Cw.,.w.Ni,Ib6 W....iAi •_ - SUM In, OYY• C4M.IM Nm.fllYm[ La CCYu •4wM\.M.1QIbt, t= Sw9 tium l'St Mti.4.1? IOtIJ7t ON.r 0pltn.i OCUl1 .vti. w. Y...w./11r..a..M - itttil.ifl ta•WN ..m-Jtimal M Olsim Uti.kw Yj..:rPOY+I. S 1t1 DmR Rye i UIW .iK IW..! :U%W.VISi.O. ti[%11bwIR• lr milq[ 1..-m H1 •P:) 'YJ IS 117tb .Y4m.n1. [A•W.pu. Wm t O1f1. 4...y.. li fSiLL MA 0 I...rM^+lUU1Pf. .r•w Mlfw. ..Ratw1 Y.V,•prw ltrYw+• m I.eK -. UI IY.Marm iL•m.t a..w P1A..a jobs, ..K • fmaom. J• Q/..t pSJ.tw+i w..OUYY halir.tY.. - Ip IICS t UI [•rV.ru1G i'Y'.O[• I.^I,MriI -IONClr•tw..1..... 1Y.AO.L.wt.•..tl. .m AIL Id..r M_W.a ltm6LVAtl L. StYN mtlrtr•n....../p.f.,yl.a.. hrt _ . Ifs 1 tm2 1:f 1.r..0 t IUO\T. F..!.1 nib w 1 w.L..1•..ww...I.rwOrY• : .K I.tY.M. QO.N1C.Iw7:l1 GCVStO.Kt 42,I1I1U .I,C•M W..rr/N.IY1ut. 10 a)JL •IEaC JL 11..r1..l.lw Itt11K .u wVidu. mO1. MAW - 11 f1aD m.[ - ImdiY miW IPAt.W D000I.Oa 1I i11" MWu. tW tlu3 0&SAI: I IpfW 1NK Uf).1.1.. aRW4lTCt.P m.Oltrl la SKI ` SW. D Iw YMI ID Il'Jllr 4JIIC Rf."IY.r.' _)f10V[ u..r PPI/Y.. W.w.Y Ofa.. tw...,w Od.r\iVh.Mr.W IIaLi IC.L 1mi.Mr gl•IwmuPI WtOC111N.:a - LO)WI( 4Xf.S.wYM,I Y+.t1Y l.I..l.t .w :t) CI• Lm2 III tIInlpl au rK.101 I1,0/11b.Ulf,Y DESCRIPTION AS F'URNISHED: Lot 278, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida, BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of -Florida, Inc. LOT 316 LOT 317 LOT 318 I I SET 1/2 .R. I N 00014'55" W I SET 1/2 I.R. 14596 40. 00' 14596 LOT 278 19.80" 19.80' 5.00' 7.0'x3.5' AC PAD 5.00' 15.7' 14.3' 5.00' o c 0; o 5.00' 14.3' TWO STORY RESIDENCE F.F. 23.52' O nto co to Vt O LOT 279 CzJ w tX] 5.0', 5.00' c COV of 8R1 8.7) c 0i 21.3' 5.00' At6 BRICK WLLKOR. 25. 20 . 5.20' s- 0. 4' 0' UTILESMT. 0.1 O 0r SET N& O 5' CONC. WALK 14596 B, B.) N 00014' 55" W 40.00' LOT 277 74.30' o SET N& D (PC) f4596 LUI w 4.CVV SV.16 I. LING = 1, 522 SO Ft. GARAGE = 400 SO.FT. ry p ti O ENTRY 71 LANAI - 139 BREEZEWAY- N/ A SO.FI SOFT. SOFT. DRIVEWAY - 403 SO.r7. ROCKY CROVE LANE A/C PAD = 18 WALKWAY = 70 SO.r1 S0.17. 50' R/ W) TRACT I IMPERVIOUS= 54 7 2.623 SQ FT G p UTILITY &ACCESS R/W 2. 7ULAT SO rTp00 LOTARCAL05. R/W = 440 SO.M. G}JQO 0 APRON - 110 S0.1-r Q¢ PROPOSED = FINISHED SPOT GRADE ELEVATION SIDEWALK = 200 SO. FT PER DRAINAGE PLANS BUILDING SETBACKS: SOD= iJ0 SOFT. 1r"tw PROPOSED DRAINAGE FLOW FRONT a 25' TOTAL AREAS: LOT GRADING TYPE A REAR = I5' AREA = 5,240 SO.F-I PROPOSED F. F. PER PLANS + SIDE = 5.0' DRIVEWAY = 51,3 SO.FI SIDE CORNER = 10' SIDEWALK 270 SO.F7. PROPOSED GRADE PER CONSTRUCTION PLAN + SOD = 2307 SO.rr. CRUSEMIfErTR-SCOTT & ASSOC., INC. - L .MD SURVTrORS I 1 LEGEND - LEGEND - 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P . PLAT Pal- • POINT ON LING r r1ELD TYR TYPICAL IROM PIPE PAL • POINT Or REVERS[ CURVATURE NOTES: 1. THE UNDERSIGNED DOES HEREBY CvMry THAT THIS SVRKY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF ID, • IA. . IRONROD I.CL. DINT W CONFOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER L-17 FLORIDA ADMONSTRAMT CODE PURSUANT TO SEC'RON 472.OS7. FIORIOA STATUES CAA CONCRETE 10A1MEHT PAP. RADIAL 2. UNLESS EMBOSSED WRIT SVRYCYOR'S SIW ?ARE AND ORIOINV. RAISED SEAL "a SURVEY MAP OR COPIES ARE NOT VAUD. CT pp.. If?' IX •/OLD 4596 NA NON-PADIAL 7. THIS SURVEf WAS PREPARED FROM MILE WrORAMT)ON nPHISHED M THE SURVEYOR. THERE WY DC OTHER RESTRICTIONS RCC. RCCOVERCD VP. VITHCSS POINT Pal • POINT Or [[GINNING CALC. • CALCULATED OR MOMENTS MAI AFFECT THIS PROPERTY. 4• NO UNDERGROUND WIW4MENTS NAVE BEM LOCATED UNLESS OTHERWISE SHOWN. P.O. C. • MINT Or COMMCNCENENI AM • ERMAIZNT REFCRCNCC MONUMENT FF. • FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOIL BENEFIT OF THOSE CER71F1ED 10 ARD SHOUID NOT BE RELIED UPONOY ANY OTHER ENTITY i CCNTCRLIW: I • CCHMAILDIS' DSL• • DUILDING SCTRACM LINE 0. DIMENS10NS Sr10NN FOR INC LOCATION Or IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT ODUM04W LINES P/V . Rlr' MI-Or-vAY Wk DCMCHWaM 7. OMMS, ME BASED ASSUMED WNM AND ON THE UNE SHOWN AS BASE OWING ESMT. • EASEMENT Rl • MSC RARING B ELEVATIONS. IF SHOWN, ARE BASED ON NATIONAL GEOOCTIC DATUM Or 1929. UNLESS OTHERWISE NOTED DRAIN DRAINAGE Ul11 UTILITY D. COMFICATE Or AVTHOOMEATMN No. 45100. , CLrC. • CHAIN LIKK rENCC vDrc • vodo rCKE C/D • CONCRETE DLUEX: SCALE - 1" 20'-a ORAWN BY, ' PC. • POINT Or CURVATURE P.1 • POINT fir TAIGCHCY @ ORDER No: CERTIFlED Or. DA_--__--- OCSC, KS S TIUH It PLOT PLAN12-04-2017 $397-17 L . ARC LCNGIH FORMBdARD FOUNLUTION/ELEVS. 03-I5-18 1672-I8 D •DELTA C EHOPP C R CMRRD g[ARING FINAL/ELEVS. 07- 19-2018 1272-18 NORTH 5 - L THIS BUILDING/PROPERTY DOES - NOT LIE WITHIN THE E57A9USHEO 100 YEAR FLOOD PLANE AS PER FIRM" T014 USENM R.L.S. / 4714 ZONF. (" MAP 1 12117C 0055 F. JAMES SCOTi, R .S 1 4801 4W aoc Le G(zojE Low, C OF4 1--3-7 3S