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533 Red Rose Ln 17-3749; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000079 BUILDING PERMIT NUMBER: 18-10000079 M-- l 19 DATE: February 01, 2018 UNIT ADDRESS: RED ROSE LN 533 21-19-30-510-0000-3150 -), Al TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUP: 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: 533 RED ROSE LANE THORNBROOKE PH 4 LOT 315 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing N%A 705.00 1.000 dwl unit 705.00 Single Family FIRE RESCUE Hou ing 00 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housin 54.00 1.000 dwl unit 54.00 S gle ORD Familyp HoARKSusiingDE5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 SEMINOLEACOUVTYIROAD, FIRE/RESCUEIS , LIBRARY AND%OREEDUCATIOONNAALL THE ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT TO APPEAL THE CALCULATION OF MUST BE EXERCISED BY FILING A DAYS OF THE DATE ABOVE BUT N CERTIFICATE OF OCCUPANCY OR O MUST MEET THE REQUIREMENTS OF COPIES OF RULES GOVERNING APP FROM THE BUSINESS OFFICE: 110 SANFORD FL, 32771; 407-665-7 OF THE APPLICANT OR OWNER, BOVE MENTIONED IMPACT FEES VEST WITHIN 45 CALENDAR HE REQUEST FOR REVIEW LAND DEVELOPMENT CODE. PICKED UP, OR REQUESTED, STREET, PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. 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Sulmollo3 ayi'sa1n1e1S ep!iolA'£lL laldeyz)yl!m aouep 000e ut pue '4jadad leas u!etjao o1 apew aq III .M sluawanoidwi ley1 aollou MIS Xgatay pauS!siapun ay1 aJorapy A9 030SO03S i 0'OT$ S33.3 DMI0y0338 Md t0:91: t(I ZIOZ/ET/ZT MN0338 866SZTLTOZ 4 S, 8310 SsdT) 902 Gd 006 A 83110SIA03 v 1` lf10) iinosI:) 30 )I` io A1NnO3 3I0NIW3S AAOIdW INV89 oloolwaS, jo RTanoj ePPola JO 311" S LN13w jm3Rw0j 30 aiI.LOAI l SLZ£ '11' PuemEW OS£ al!nS' anuQ ualonrl oXe'i 009Z : OJL ulnla-1 sawol{ uoswow lol, Cel pug jaugo WIN Ag poledald lagwnN QI laomd 3 DEC 21 2017 CITY OF SANFORD BUILDIN & FIRE PREVENTION F U SY PERMIT APPLICATION Application No: 3-7 L43 Documented Construction Value: $ :Zq G .'Vo Job Address: 3 33 P--e d RaS-e-- Lam' Historic District: Yes No x Parcel ID:1(-19-30-IU -0000- 315 0 Residential R Commercial Type of Work: New El Addition Alteration Repair Demo Change of Uses f Move Description of Work: NEW SINGLE FAMILY HOME - THORNERROOK PHASF7 LOT NUMBER : 315- 1'"14 l Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: I ZT.roII-11'-lll M k 11 n Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Phone: 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Fax: State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Fax: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a pennit 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 la%vs 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: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 W 1 Permit Application t 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. N Si Lure of Owner/Agent Date TAYLOR MORRISIaN QE FLORIDA INC Print Owner/Agent's Signature of Notary -State of Florida Date 4414 414 gnature of Contractor/Agent Date / % JOHN ASA WRIGHT Zz Print Contractor/Agen ' 121.3/> Signature of No - tate of Florida Date 0µr• vsc My q ISSION # FF 20 40 ; ..:o. A 0 ARK EXPIRES: June p19 '` * A11r COACIIISSION / FF 209108 g EXPIRES: June 27.2019 Owner/Agent is ](Fnally Known to Me or Contractor/Affd is "@'i ii Tl?*hown to Me or Produced ID N/A Type of ID Produced ID -NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical© Mechanical R Plumbing© Gas Roof Construction Type: Q6 Occupancy Use: Total Sq Ft of Bldg: 9 2" 1 Flood Zone: X,15E Min. Occupancy Load: %-1 1 # of Stories: 2- a3 New Construction: Electric - # of Amps 2A.Do Plumbing - # of Fixtures Z2 Fire Sprinkler Permit: Yes No E # of Heads APPROVALS: ZONING: cZ UTILITIES: 59!c COMMENTS: _ ENGINEERING: vu"t- t-2-20(0 FIRE: Ok to construct single family home with setbacks and impervious area shown on Man. St( • 7 /- Pmp A"6ula - CA - Fire Alarm Permit: Yes No Q WASTE WATER: BUTLDING: .5F 3.6• tg Revised: June 30, 2015 Permit Application DEC 21 2017 CITY OF SANFORD M BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 7— 3 y Documented Construction Value: S 90 1 Job Address: - 33 P--e d n ate- (—a+—e - Historic District: Yes No 0 Parcel ED:-,A(-19-30-,IU -0000- 315 0 Residential () Commercial Type of Work: New x Addition Alteration Repair Demo Change of Uses f Move Description of Work: NEW SINGLE FAMILY HOMF _ THORNEBROOK PHAqF7 LOT NUMBER : j/ /.UJI-M 4I1DA1 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: U=1 Mt-n'- 11 07171910TIt Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Phone: 407-629-0077 Resident of property? : Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE #200 Fax: NO City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IINPROVJEMENTS 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: 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 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. w Si eture of Owner/Agent Date TAYLOR MORRISON Of FLORIDA INC Print Owner/Agent's / I ( Signature of Notary -State of Florida Date gnature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agen or 2 / Signature of No -State of Florida Date o,•• rr t • r rr, PLaw MY COMMISSION 0 FF 209108 +p;:%• r D. A CLARK EXPIRES: June V.2019 + * W COMMISSION 0 FF 209100 d a N g Notary Berrie+ s, EXPIRES: June 27, 2o19 Owner/Agent is _yEj I t91'sonally Known to Me or Contractor/ ffdl•1't is 'itftftC?Ikhown to Me or Produced ID N/A Type of ID Produced ID NIA 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: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: /Cis 2 z WASTEWATER: ENGINEERING: FIRE: BUILDING: Revised: June 30. 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1-1- 3'1yq 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 AeldrPcc! ICZ k fl4t\ 9 G ELECTRICAL PERMIT Min Max Ins ection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspect on 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 Ilb187a7 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: 533 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3150 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O 'IC uS O 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 0 The parcel is not in the: floodplain floodway The structure is in the: Elf loodplain 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# 17-3749 Reviewed by: Michael Cash, CFM Date: January 2, 2018 v o Application for Right -of -Way Use y y.NP_,O for Drivewa Walkwa & Landsca e RIDR —, Department of Planning 6 Development Services www.sanfordfl.gov 300 North Park Avenue. Sanford. Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right-of-way and use shall be provided or application could be delayed. Itne. Mn.ri below. F BN6JW Or 31 S Call betomyou dig. 1. Project location/Address: 2. Proposed Activity: "IffDriveway Walkway Other: 3. Schedule of Work: Start i Date Completion Date Emergency Repairs MIN 4. Brief Description of Work: AAZT JV" $FR. c Maintenance ResponsibilitieslIndemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shag include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said InstallatioMmprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stornvvater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the pemliltee shag remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public rightofrway. If the Requestor does not continuously maintain the Impmve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shalt after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law. Requestor agrees to defend, indemnity, and hold harmless the City, its oouncllpersons, 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 properly, 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: % o — i3 —! This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401.24 hours In advance to schedule a pre -pour Inspection. IPre -pour Inspection by: Date: I September 2010 Row use omre"Y.pdr 0 SCPA Parcel View: 21-19-30-510-0000-3150 http://parce ideta i l.scpafl.org/Parce I Detai l i n fo.aspx?PI D=2119305100... ProoeMj Record Card Parcel: 21-19-30-510-0000-3150 Owner: TAYLOR MORRISON OF FL INC a• onrrry arena Property Address: 533 RED ROSE LN SANFORD, FL 32771 Parcel Information Value Summary Parcel j 21-19-30-510-0000-3150 Owner I TAYLOR MORRISON OF FL INC Property Address 533 RED ROSE 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 j 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 315 THORNBROOKE PHASE 4 PB 81 PGS 70-71 I Valuation Method Number of Buildings Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) Land Value Ag Just/Market Value •• Portability Adj Save Our Homes Adj Amendment 1 Adj P&G Adj Assessed Value 12018 We Values Cost/Ma 0 26,050 26.050 0 24,241 0 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Taxes Taxing Authority I Assessment Value Exempt Values County General Fund 1.809 0 Schools 26,050 0 City Sanford 1.809 0 SJWM(Saint Johns Water Management) 1.809 0 County Bonds 1.809 0 Sales Description Date Book Page Amount Qualified No Sales I of 2 12/13/2017, 11:24 AM RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot315rThornbrookeAnastasiaGL Builder Name: Taylor Morris o-} Street: 5 3 f.GUt F-ox bt-' Permit Office: . 3 7 49City, State, Zip: FL , a&1nJV•_V( Permit Number: n4tpoOwner: Jurisdiction: 691500DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sqf.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 f' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 f' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 f' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1509.0 sqf.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 f 6. Conditioned floor area above grade (f') 2582 b. Knee Wall (Vented) R=30.0 27.00 f' Conditioned floor area below grade (f') 0 c. R= f' 11.Ouctcts R f' 7. Windows(369.6 sqf.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 297.59 f' b. Sup: Attic, Ret: 2nd Floor, Ak 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 f' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit b Central Unit 25.2 SEERA6.00 25.2 SEER•16.00 c. U-Factor: N/A ft' SHGC: 13 Heating systems kBtu/hr Efficiency d. U-Faclor: N/A ft' a Electric Heal Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.484 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqf.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 f' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 f' None c. other (see details) R= 13.00 f' 15. Credits Pstat Glass/Floor Area: 0.143 Total Proposed Modified Loads: 71.81 PASS Total Baseline Loads: 76.82 I hereby certify that the plans and specifications covered by Review of the plans and FAKE STgl, this calculation are in compliance with the Florida Energy Code. specifications covered by this FO,r, s =..- calculation indicates compliance 3Al with the Florida Energy Code. Before is rnn.''•. ;'= O PREPARED BY: construction completed DATE: _11/30/1_7-__ - - - this building 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 WE OWNER/AGENT:_ BUILDING OFFICIAL: 3 - /% DATE: DATE: _I_ _ _me 4 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 4:30 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lo1315ThornbrookeAnastasia Bedrooms: 4 Address Type. Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction- 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL. New/Existing: New (From Plans) Comment - CLIMATE J 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 Blockt 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor _-- -___ 13 ft' 19 0 0 1 2 Slab On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 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 Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft2 Medium 085 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' N N 11/30/2017 4:30 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) tsl 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 f12 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V #--Omt To Wall_T.ype Space R_Value-Et_In-FI-In Area__ R-Value-_Fraction. _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 30 0 9 4 280.0 ft= 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 5 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft7 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 023 06 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 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 5087 ft° 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 2442 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 39 2 7 8 20.7 fl' WINDOWS Orientation shown is the entered, Proposed orientation. J Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 031 30.0 ft= Depth 1 ft0 in 1 ft 0 in Drapes/blinds Exterior 5 2 N 1 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft0 in 1 ft0 in Drapes/blinds None 3 N 2 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 4 N 2 Vinyl Low-E Double Yes 0.58 0.32 72 0 ft' 10 ft 8 in 0 ft 0 in None None 5 E 3 Vinyl Low-E Double Yes 0.34 0.31 60 ft' 1 ft0 in 1 ft 0 in Drapes/blinds Exterior 5 6 E 3 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft0 in 1 ft 0 in Drapes/blinds Exterior 5 7 E 4 Vinyl Low- E Double Yes 0.34 0.31 5.0 ftT 1 ft 0 in 11 ft8 in Drapes/blinds Exterior 5 8 E 4 Vinyl Low-E Double Yes 0.34 0.31 19.3 W 1 ft0 in 11 ft8 in Drapes/blinds Exterior 5 9 SE 5 Vinyl Low-E Double Yes 0.34 0.31 24.7 ft° 10 ft 0 in 0 ft 4 in Drapes/blinds None 10 S 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft0 in 1 ft 0 in Drapes/blinds Exterior 5 11 W 8 Vinyl Low-E Double Yes 0. 34 031 30.0 W 1 ft 0 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 4:30 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE 1 Floor Area Ceiling -Area- 455 f12 384 ft' Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 64 ft 8 ft 1 INFILTRATION Scope Method St -A CFM 50 Et.A EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 2762.4 15165 285.21 .3666 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF.8.4999 21.8 kBlu/hr 1 HSPF:8.4999 21.8 kBlu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 f12 Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 11/30/2017 4.30 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 TEMPERATURES Programable Thermostat- Y Ceiling Fans: CoolinganJan Feb Feb1 j Mar IAA r Ma 1 Jun Jun XJ Jul Jul Aug[X] IXI Se JA Oct NovHNovH Dec Dec Ventinling Jan Feb lHealMarAprMayJunl1JulAugL1SepOctNovDecThermostatSchedule: 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 4'30 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* = 93 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 fl= 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 cases No a. Under Attic (Vented) R=30.0 1482.00 ft: 6 Conditioned floor area (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 ft 7. Windows" Description Area c. R= ft' 2 a. U-Factor: Dbl, U=0.34 297.59 ft' 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 ft' SHGC- SHGC=O 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 kBtu/hr Efficiency SHGC: a. Electric Heal Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.484 ft. b. Electric Heal 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 Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant -features. Builder Signature: 1 l Date: Id-13 Address of New Home: ' j 3 1- e-d O R_ 44-0- _ City/FL Zip: SQ SO`''-,. 01gNE STgr a WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/30/2017 4:30 PM EnergyGauge® USA - FlaRes2014 - Section R405 4 1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: LoMSThornbrookeAna... DEL -AIR p p Date: 6/4/2014 tnarolo • t11n cols nerve 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 Design Conditions Outdoor design DB: 92.5°F Sensible gain: 18560 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 OB: 75.0°F Total gain: 22024 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 114% of load Latent capacity: 1628 Btuh 47% of load Total capacity: 22708 Btuh 103% of load SHR: 931% Design Conditions Outdoor design OB: 41.7°F Heat loss: 19832 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. A.,:.wri htsoft` 2017-Nov-3016:47,21 9 Righl-Suite® Universal 2017 17.0.23 ASU24011 Page 1 BA ..okeAnaslasiaGL%Lol3l SThornbrookeAnaslasiaGL rup Calc . MJ8 House laces: S 1 DEL -AIR Manual S Compliance Report IffAr41G•a01CO11UMe ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 COOISCO WAY. SANFORD. FL 32771 Phone: 407.333.2665 Fax: 407-333.3853 Web: WWW.OEL-AIR COM For: Taylor Morrison Design Conditions Job: LOt315ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 16082 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 OB: 75.0°F Total gain: 19007 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: 860/o 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 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 870/o of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htsoft` 2017-Nor-3016 47 21 cIMAt 9 R ghl-Suite® Universal 2017 17.0.23 RSU24011 Page 2 okeAnastasiaGL\Lol315ThornbrookeAnastasiaGL.rup Calc - M.18 House faces: S w DEL -AIR Component Constructions Job: Lot315ThornbrookeAna... Date: 6/4/2014 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING S31 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.266E fax• 407.333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 It Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain II' etuhm'-T h'••FBwn Btuhrt1' Bwh Bwh/11' Bluh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 200 0.091 13.0 2.58 515 2.34 469 Insh, 2"x4" wood frm, 16" o.c. stud a 470 0.091 13.0 2.58 1209 2.34 1100 s 240 0.091 13.0 2.58 618 2.34 562 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int Insh a 470 0.201 0 5.69 2675 4.35 2046 se 22 0.201 0 5.69 122 4.35 94 s 51 0.201 0 5.69 292 4.35 223 w 470 0.201 0 5.69 2671 4.35 2044 all 1162 0.201 0 5.69 6611 4.35 5058 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e oulr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" lhk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it n overhang (5 ft window ht, 1 It sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e oulr, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft w overhang (6.3 ft window ht, 11.67 it sep.): 6.67 it head ht all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e oulr, air gas, vnl Irm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 it window ht, 1 it sep.); 6.67 ft head ht 223 0.091 13.0 2.58 575 1.44 322 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2430 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 72 0.580 0 16.4 1182 16.8 1213 6 0.340 0 9.62 58 30.4 182 C Wrl htSOft' 2017-Nov-301647:21 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 1M...okeAnaslasiaGL\Lo1315ThornbrookeAnastasiaGL.rup Calc . MJ8 House laces: S 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm 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 ft overhang (3.17 ft window ht, 11.67 ft 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 It window ht, 11.67 ft sep.); 6.67 ft head ht 10C-v: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, se 25 0.340 0 9.62 237 7.41 183 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10 ft overhang (8 If window ht, 0.33 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 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 0.91 1343 1.74 2574 gypsum board inl fnsh Floors 20P-191: Flr floor, Irm flr, IT 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 Wrl htsoft• 2017-Nov-3016:47:21 k_ 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 A..okeAnaslasiaGL%Lol3t5ThornbrookeAnastasiaGL.rup Catc a MJ8 House laces: S 1, DEL --AIR Component Constructions Job: LOt315ThornbrOOkeAna... M Date: 6/4/2014 KUMB' AM CO"MM"aB 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 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TO (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain Ill BWh/IP--•F ft= •FBNh BWhl112 eah BWh/kt 81uh Walls 13A-2ocs: Blk wall, stucco ext, r-2 exl bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int fnsh a 470 0.201 0 5.69 2675 4.35 2046 se 22 0.201 0 5.69 122 4.35 94 s 51 0.201 0 5.69 292 4.35 223 w 470 0.201 0 5.69 2671 4.35 2044 all 1162 0.201 0 5.69 6611 4.35 5058 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e oulr, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft w overhang (6.3 ft window ht, 11.67 It sep.); 6.67 It head ht all 2A-2ovd: 2 glazing, Or low-e oulr, air gas, vnl Irm mat, clr innr, 1/4" n gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 It head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 It head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, e 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 It head ht 223 0.091 13.0 2.58 575 1.44 322 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 72 0.580 0 16.4 1182 16.8 1213 5 0.340 0 9.62 48 30.4 152 19 0.340 0 9.62 185 30.4 585 IOC-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, se 25 0.340 0 9.62 237 7.41 183 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10 It overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 C wri htsoft" 2017-Nov-30 16 47 21 9 Righl.Su,1e® Universal 2017 17.0.23 RSU24011 Page 3 okeAnaslasiaGL%Lol315ThornbrookeAnaslasiaGL.rup Calc a MJ8 House faces- S Ceilings 168-30ad Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 gypsum board int fnsh Floors 22A-tpl. Bg floor, light dry soil, on grade depth 148 0.989 4CP. + wrightsoft" Right-Suile® Universal 2017 17 0 23 RSU24011 okeAnaslasiaGL\Lot315ThornbrookeAnaslasiaGL.rup Calc = MJ8 House laces S 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 2017•Nov30 16 47:21 Page 4 1 DEL -AIR Com onent Constructions Job: Lot315ThornbrookeAna... Date: 6/4/2014 bU01a`AIR CONDIT0Naa 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 Project• • For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 it Latitude: 28ON Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) 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 frm, 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 ftr BWh/ftr-"F ft "FBtuh Btuh/IIt BNh Stuh/tl2 aNh n 200 0.091 13.0 2.58 515 2.34 469 e 470 0.091 13.0 2.58 1209 2.34 1100 s 240 0.091 13.0 2.58 618 2.34 562 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 outr, air gas, vnl frm mat, clr lnnr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it n overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht e s W all 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" lhk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 it window ht, 1 ft sep.); 6.67 it head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" gypsum board Int fnsh Floors 2013-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385- 10.6 423 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2430 6 0.340 0 9.62 58 30.4 182 1469 0.032 300 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 C wri htsoft` 2017-Nov-30 16:47.21 9 Right-Suile® Universal 2017 17.0 23 ASU24011 Page 5 4CCA . okeAnastasiaGL%Lol3l5ThornbrookeAnastasiaGL rup Calc - MJ8 House laces: S Project Summary Job: LOOlMornbrookeAna... DEL --AIR Y Date: 6/4/2014 o • a Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Information LS 3/21 /17 A LS 11?.A Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 F 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 26220 Btuh Structure 23634 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 33422 Btuh Use manufacturer's data y Ratelswing multiplier 1.00 Infiltration Equipment sensible load 34642 Btuh Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 2582 2582 Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 184 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref n/a Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat n/a Latent Cooling Equipment Load Sizing Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 6390 Btuh Equipment Total Load Sen*Lat) 41032 Btuh Req. total capacity at 0.70 SHR 4.1 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a n/a Efficiency Sensible cooling 0 Btuh Latent cooling 0 OF Total cooling 0 cfm Actual air flow 0 cfm/Btuh Air flow factor 0 in H2O Static pressure Load sensible heat ratio Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0 cfm/Btuh 0 in H2O 0 2017-Nov-30 16:47:21 wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1ACCAg okeAnastasiaGULo1315ThornbrookeAnastasiaGL.rup Cale - MJ8 House laces. S Q Project Summary Job: LOQlMornbrookeAna... 1' DEL -A 11 ahu I 7 Byte: FJF 014 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/ ,g i; Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16926 Btuh Structure 14314 Btuh Ducts 2905 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19832 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 18560 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg none) Area (ft2) 1467 1467 Equipment latent load 3465 Btuh Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment Total Load (Sen+Lat) 22024 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 2.1 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 Co-) 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 0.042 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov-30 16:47,21 Right -Suite® Universal 2017 17 0 23 RSU24011 Page 2g ACCK..okeAnastasiaGL%Lot315ThofnbrookeAnastasiaGL.rup Cale = M.18 House laces: S 1 DEL -AIR Project Summary Job: LoMSThornbrookeAna... 1 y Date: 6/4/2014 HUM -AMCOMm M11110 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 Desiqn Information LS 3/2 /17 A LS 11 V 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 9294 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolinlg Area (ft2) 1115 1115 Volume (W) 13223 13223 Air changes/hour 0.43 0.22 Equiv. AVF (cfm) 96 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-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 = 30 OF Backup: Sensible Cooling Equipment Load Sizing Structure 9321 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Ratelswing multiplier 1.00 Equipment sensible load 16082 Btuh Latent Cooling Equipment Load Sizing Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2925 Btuh Equipment Total Load Sen+Lat) 19007 Btuh Req. total capacity at 0.75 SHR 1.8 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 8.5 HSPF Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh 21800 Btuh @ 470F Latent cooling 6300 Btuh 24 OF Total cooling 25200 Btuh 840 cfm Actual air flow 840 cfm 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh 0.30 in H2O Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl9 htsOf`t' 2017-Nov-3016.47:21 Right.Suite® Universal 2017 170 23 RSU24011 Page 3 okeAnastasiaGL%Lol315ThornbrookeAnastasiaGL.rup Calc - MJS House laces: S DEL -AIR Kamm • as ammnmma 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: Lot3lSThornbrookeAnastas... 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 If 9.2 It 2939.3 IR ahu 1 147.9 If 9.3 It 1470.0 112 Ty Construction number U-value Btuh/I12-eF) Or HTM Bluh/It2) Area (III or perimeter (11) Load Btuh) Area (ft2) or perimeter (It) Load Stuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 yl I--G 12C-0sw 2A-20v 28.21v 13A-2ocs - -- 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.201 0.340 0 580 n n n n n n 2.58 9.62 9.62 5.69 9.62 16.41 2.34 10.58 10.58 270 30 40 200 0 0 515 289 385 851 561 1182 469 317 423 651 617 1213 0 0 0 280 58 72 0 0 0 150 0 0 0 0 0 0 0 0t-G yJ f--rd I-C 4.35 10.58 16.85 280 58 72 150 0 0 851 561 1182 651 617 1213 W v I-f C 16A_30ad 12C-0sw 2A-2ov 2A-2ov 0_032 0.091 0.340 0.340 n 0.91 2.39 29 29 26 69 29 29 26 69 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 0 0 0 0 0 0 0 0 0 0 0 0 yl F--( 1--f' 13A-2ocs 2A-2ov 2A-2ov 13A-2ocs --- 10C-v 0.201 0.340 0.340 0.201 0.340 a a a 5.69 9.62 9.62 4.35 30.36 30.36 494 5 19 470 0 0 2675 48 185 2046 152 585 494 5 19 470 0 0 2675 48 185 122 237 2046 152 585 94 183 y! Y_C se se 5.69 9.62 4.35 7.41 46 25 22 49 122 237 94 183 46 25 22 49 yl f'_ 12C-0sw 2A-2ov 0.091 0.340 n s 2.58 9.62 2.34 10.77 270 30 240 53 618 269 562 323 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 51 51 292 223 51 51 292 223 12C-0sw 2A-2ov_ 13A-2ocs 2A-2ov 0.091 0.340 w w w w 2.58 9.62 5.69 9.62 234 30.36 4.35 30.36 491 30 461 0 1186 289 2671 374 1079 911 2044 1180 0 0 508 39 0 00 0 0 0L-0 0.201 0.340 508 39 470 0 470 0 2671 374 2044 1180 P I-D. C 12C-0sw 11DO- 168_30ad 0.091 0.390 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 13 575 228 12 322 248 230.032 1343 2574 13 F F 91 22A-td OU50 o_969 1.41 0.71 13 13 18 9 0 0 0 0. 27.99 0_00 1470 146 a140 0 1470 140 4140 0 6 c) AED excursion 0 0 Envelope loss/gain 1 20509 180311 14180 9649 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) 26220 23634 16926 14314 14 15 Less external load Less transler Redistribution Subtotal Duct bads 271/6 471/6 0 0 0 26220 7202 0 0 0 23634 11007 179% 30'/6 0 0 0 16926 2905 0 0 0 14314 4246 Total room load Au required (clm) 33422 1680 34642 1680 1840 19832 18560 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 - - Fk wrightsoft- 2017-Nov-3016:47.21 Right -Suite® Universal 2017 17.0.23 RSU24011 Page I okeAnaslasiaGL\Lot315ThornhrookeAnastasiaGL.rip Calc = MJ8 House faces: S a DEL -AIR mnom • na dxtmrrormw Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CPFax: 531CODISCOWAY, SANFORD. FL 32771 hone: 407.333.2665 407-333-3853 Web: WWW.DEL•AIR.COM Job: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169. 0 11 9. 0 It 1469 3 ft2 Ty Construction number U- value Bluh/ ft2-•F) Or HTM Bluh/ It2) Area ( It2) or perimeter (11) Load letuh) Area I or perimeter Load Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 Vj/ 12C-Osw 2A- 2ov 28- 2fv 0. 091 0. 340 0. 340 n n n 2. 58 9. 62 9. 62 2. 34 10. 58 10. 58 270 30 40 200 0 0 515 289 385 469 317 423 LF---GG VLl f 13A. 2ocs 2A• 2ov 2A- 2ovd 0. 201 0. 340 0. 580 n n n 5. 69 9. 62 16. 41 4. 35 10. 58 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 G' W 16A-30ad O_032 0. 091 0. 340 0. 340 n 0.91 2.38 0 0 0 0 Vjl I_-_- GG 12C- Osw 2A- 2ov 2A- 2ov 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 182 456 VL213A- 2ocs 2A- 2ov 2A- 2ov 0. 201 0. 340 0. 340 a e a 5. 69 962 9. 62 4. 35 30. 36 30. 36 0 0 0 0 0 O 0 0 0 0 0 0 yl G 13A- 2ocs IOC- v 0. 201 0. 340 se se 5. R 9. 62 4. 35 7. 41 0 0 0 0 0 0 0 0 12C2tw 2A• 2ov 0. 091 0. 340 0. 201 s s 2. 58 9_ 62 2. 34 10. 77 270 3053 240 618 289 562 323 W 13A-2ocs s 5.69 4.35 0 0 0 0 12C• Osw 2A- 2d>v 13A• 2ocs 2ov 0. 091 0. 340 0. 201 0. 340 w w w w 2. 58 9_ 62 5. 69 9. 62 2. 34 30. 06 4. 35 30. 36 491 30 461 0 1186 289 1079 911 y/ G 0 0 0 0 0 0 0 0 P 1- 0. I t2COsw 1. 1D0 16B• 30ad 20P- 191 0. 091 0. 390 2. 58 11. 09 091 1. 44 11. 99 1. 74 0 0 1469 0 0 0 0 0 0 C F 0. 032 n_ t469 1331 2561 059 1.41 0.71 13 13 1$ 9 F 22A•tpl 0_989 27.99 0_00 0 0 0 0 6 c) AED excursion 0 Envelope losstgain 6329 8382 12 a) Infiltration b) Room ventilation 2964 0 939 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 Subtotal ( lines 6 to 13) 9294 9321 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 461/6 73% 0 0 0 9294 4296 0 0 0 9321 6761 Taal room bad Air required (cfm) 13590 840 16082 840 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wrightsoft' 2017-Nov-30 16:47 21 AC A Righ1•Suite® Universal 2017 17 0.23 RSU24011 page 2 okeAnaslasiaGL\ Lot315ThornbrookeAnastasiaGL.rup Calc . M.18 House faces: S DEL --AIR Kamm • am am rtmmm Right-JO 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: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 1 147.9 11 9.3 11 1470.0 112 mslr rm 42.0 It 9.3 It heat/cool 17.0 x 15.5 It 2W.5 f12 Ty Construction number U-value StutJ(12-•F) Or HTM atuFVfl2) Area (((I or perimeter (ft) Load Btuh) Area (fts) or perimeter ((t) Load Btuh) Heat cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 11 I--[d 12C-Osw 2A•20v 28-21v 0.091 0.340 0.340 0.201 0.340 0.580 n n n 0.00 000 0.00 0.00 0.00 0.00 0 0 0 280 58 72 0 0 0 150 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 491 561 0 0 0 0 376 617 0 V f 13A.2ocs 2A•20v 2A-2ovd n n n 5.69 9.62 16.41 435 10.58 16_85 2.38 851 561 1182 651 617 1213 145 58 0 86 0 0I-( W 16A-30ad 0.032 n 0.91 29 29 26 69 29 29 26 69 0 0 0 Vjl L-( G 12C-0Sw 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 Vy 13A-2ocs 2A-2ov 2A-2ov 13A•2ocs IOC•v 0.201 0.340 0.340 0.20t 0.340 a a a 5.69 9.62 9.62 4.35 30.36 30.36 494 5 19 46 25 470 0 0 2675 48 185 2046 152 585 159 0 0 159 0 0 902 0 0 690 0 0 1ql Y--( se se 5.69 9.62 4.35 7.41 22 49 122 237 94 183 0 0 0 0 0 0 0 0 yl C 12C-0sw 2A•2ov 0.091 0.340 s s 0.00 0.00 0.00 OAO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W • 13A-2ocs 0.201 s 5.69 4.35 51 51 292 223 0 0 0 0 yl l 120-0sw 2A-2ov 13A-2ocs 2A•2ov 0.091 0.340 0.201 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 267t 374 0 0 0 0 0 0 0 0 504 0 0 0 386 0 V1 L -6 508 39 470 0 2044 1180 89 0 89 0 P LD_ C 12C-Osw 1.1D0 1_68_30ad 0.091 0.390 n_ 2.588 11.0..4 0_91 1.44 11.99 1.74 244 21 13 223 21 13 575 228 322 248 0 0 0 0 0 0 0 0 0 0_032 12 23 0 0 0 F 2OP-121 0 OSQ O,QQ 0_00 0_00 0 147Q 0 p 0 0 0 0. 0 F 22A-lpl 0 989 27.99 148 4140 0 26t 42 1176 0 6 c) AED excursion 0 207 Envelope loss/gain 14180 96491 3660 1930 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) 16926 14314 4480 3020 14 15 Less external load Less transfer Redistribution Subtotal Duct loads I79% 1 30% 1 0 0 0 16926 2905 0 0 0 14314 4246 17%1 0 0 0 4480 769 0 0 0 3020 896 Total room load Air required (clm) 19832 840 18560 840 1 5249 222 3916 177 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -F t- wrightsoft' 2017-Nov-30 16.47.21 Zk Right -Suite® Universal 2017 t7.0.23 RSU24011 Page 3 okeAnastasiaGL%Lol3l5ThornbrookeAnastasiaGL rup Calc = MJ8 House faces: S t DEL -AIR r UAW - ml caraQnmmra Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CgFNDITIONING 531CODISCOWAY, SANFORD. FL32771 hone:407-333-2665 ax:407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mstr b1h 12. 0 It 9. 3 It heat/cool 12. 0 x 8.0 It 960 Ile mstr wic 0 It 9. 3 It heat/cool 6. 5 x 7.5 It 48. 8 f12 Ty Construction number U- value BtutVII2-• F) Or HTM at 112) Area ( 112) or perimeter ((I) Load atuh) Area ( ft2) or perimeter (11) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 Val G 12C- Osw 2A- 2ov 2B- 21v 0. 091 0. 340 0. 340 n n n 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 0 0 0 0 0 0 0 0 0 0 0 0 G 13A- 2ocs 2A- 2ov 2A- 2ovd 0. 201 0. 340 0. 580 n n n 5. 69 962 16. 41 4. 35 10. 58 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 W I6A-30a4 OA32 e Q% 2.38 0 0 0 0 0 0 0 0 fGG 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 yl t- s 13A- 2ocs 2A- 2ov 2A- 2ov f3A- 2ocs 10C- v 0. 201 0. 340 0. 340 0. 201 0. 340 a a a se se 5. 69 9. 62 9X 5. 69 9. 62 4. 35 30. 36 30. 36 112 0 0 112 0 0 637 0 0 487 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 yJ a 4. 35 7. 41 0 0 0 0 0 0 0 0 y! G 12C- Osw 2A- 2ov 0. 091 0. 20 s s 0. 00 OAO 0. 00 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 12C- Osw 2A- 2ov 13A- 2ocs 0. 091 0 3g0 0. 201 0. 340 w w w w 0. 00 0_ 00 5. 69 962 0. 00 0. 00 4. 35 30. 36 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 yJ Y--( i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 0. C 2A- 2ov 12C- Osw J. 1 DO 168. 30ad Eff9l 22A90- 1 0. 091 0. 390 n- 2. 58 11. 0.4 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 0.032 0 0 0 0 0 0 F F 0_ 059 0, 98Q 0. 00 04Q Q 0 0 0 0 0 0 0 27 99000 96 12 336 0 49 0 0, 0 6 c) AED excursion 36 0 Envelope loss/gain 973 452 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 0 0 0 5 Subtotal ( lines 6 to 13) 1191 521 0 5 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 17% 30% 0 0 0 1191 204 0 0 0 521 154 17% 3M. 0 0 0 0 0 0 0 0 5 1 Total room load Au required (clm) 1395 59 675 31 0 0 6 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wrightsoft- 2017-Nov-3016:47:21 AMN Right-Suile® Universal 2017 17.0.23 RSU24011 Page 4 okeAnasiasiaGLlLot315ThombrookeAnastasiaGL. rup Catc - MJ8 House laces: S DEL --AIR ramoo - = omrunw* Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CgFax: 531CODISCOWAY, SANFORD. FL 32771 hone: 407.333.2665 407-333.3853 Web. WWW DEL-AIR.COM Job: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mstr we 0 It 9. 3 It heal/cool 5. 5 x 3.5 It 19. 3 112 study 21. 0 If 9. 3 It heat/cool 1. 0 x 146.5 It 146. 5 fl' Ty Construction number U- value 8tuh/ Iti•F) Or HTM at III Area ( III or perimeter (ft) Load atuh) Area ( III I or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 11 Vjl 12C-Osw 2A- 2ov 28- 21v 0. 091 0. 340 0. 340 n n n 0. 00 0. 00 0. 00 5. 69 9. 62 16. 41 0. 00 0. 00 0. 00 4. 35-0 10. 58 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 0 0 0 0 0 0 laVjl 13A-2ocs 2A• 2ov 2A• 2ovd 0. 201 0. 340 0. 580 n n n 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 CW 11A-30ad 0.032 n 0.91 2.38 0 0 0 Q 0 0 0 0 VL- G12C- 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 yl l! 13A- 2ocs 2A- 2ov 2A• 2ov 0. 201 0. 340 0. 340 a a a 5. 69 9. 62 9. 62 4. 35 30. 36 30. 36 4 7. 41 0 0 0 6 60 0 0 0 0 0 0 0 0 0 0 0 0 0 145 0 19 125 0 0 713 0 185 545 0 585 Vy G 13A- 2ocs IOC- v 0. 20f 0. 340 se se e 5. 9. 62 0 0 0 0 0 0 0 0 0 0 12CAsw 2A• 2ov 0. 091 0_ 349 s w 0. 00 0. 00 0. 00 O. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 51 51 292 223 L12C- Osw G 2A•2ov 13A• 2ocs 2A- 2ov 0. 091 0. 340 0. 201 0. 340 w w w w 0. 00 0_ 00 5. 69 9. 62 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl f 4. 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L0. 12C- Osw I I DO 16830ad 0. 091 0. 390 n_ 2. 58 11. 04 0_ 91 30. 36 1. 44 11. 99 1. 74 0 0 0 0 0- 0-0-0-0. 0 0 0 0 0 0 0 0 0 00 0 0 C 0_032 0 0 F 20P-191 0% 0_ 989 Q. 00 27 990 00000 0 19 0 0 0 0 0 Q 0 0 0 F 22A-lpl 0 147 21 588 0 6 c) AED excursion 0 118 Envelope losstgain 0 0 1778 1472 12 a) Infiltration b) Room ventilation 0 0 0 0 382 0 121 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 5 0 0 0 Subtotal ( lines 6 to 13) 0 5 2160 1593 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1179% 30% 0 0 0 0 0 0 0 0 5 1 171% 30'/. 0 0 0 2160 371 0 0 0 1593 472 Taal room load Au required (cfm) 0 0 6 01 2531 107 2065 93 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A ' f wrightsoft 2017 Nov 30 I Right - Suite® Universal 2017 17 0 23 RSU24011 Page 5 okeAnastasiaGL% Lo1315ThornbrookeAnaslasiaGL.rup Calc . MJ8 House faces S RDEL--AIRrranw - aat oaomrnmmw Right-JO 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: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area util 4.0 If 9.3 It heat/cool 4.0 x 11.5 It 46.0 112 pwdr 4.0 If 9.3 It heat/cool 4.0 x 11.5 It 46 0 f12 Ty Construction U-value 8tu11/It2-•F) Or HTM at 112) Area (III or perimeter (11) Load 181 h) Area (III or perimeter (it) Load Stuh) Heat Caul Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 I Vjl 12C-Osw 2A•2ov 28.21v 133A-2ocs 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 0.00 0.00 000 5.69 9.62 16.41 0.00 0.00 0.00-- 4.35 10.58 16_k5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0___ 0 0 0 0 0 0tF---CC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0I-G W i6A-30ad 0.032 n 0.91-_2_3Q 0 0 0 0 0 0 0 0 Vjl 1_-_-GG 12C-Osw 2A-2ov 2A-2ov 13A-2ocs 2A-2ov 2A-2ov 0.091 0.340 0.340 0.201 0.340 0.340 0.201 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 y! f i a a e se se 5.69 9.62 9.62 5 69 9.62 4.35 30.36 30.36 4.35 7.41 37 0 0 37 0 0 212 0 0 162 0 0 37 5 0 32 0 0 184 48 0 141 152 0 yl 13A-2ocs 100- v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- Osw 2A• 2ov 0. 091 0. 340 s s 0. 00 0_ 00 0. 00 U_ 00 4. 35 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 0 0 0 0 0 0 0 0 y C 12C Osw 2A• 2ov 13A- 2ocs 2A- 2ov 0. 091 0_ 340 0. 201 0. 340 w w w w 0. 00 0 00 5. 69 962 0. 00 0_ 00 4. 35 30. 36 1. 44 1. 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y L.G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 1- 0. 12C- Osw 11D0 1 riB_30ad 20P_ 191 0. 091 0. 390 2. 58 11. 0.4._11.99 0, 91 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 0_ 032 n_ 0 0 0 0 0 0 0 0 09M0 ffl 0 6 Q 0 0 0 0 0 F 22A•lpl 0,989 E.-S 0_00 46 4 112 0 46 4 112 0 6 c) AED excursion 50 35 Envelope loss/gain 1324 1121 344 328 12 a) Infiltration b) Room ventilation 73 0 23 0 73 0 23 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 600 0 0 0 Subtotal ( lines 6 to 13) 397 735 417 351 14 15 Less external load Less transfer Redslribulion Subtotal Duct loads 179/. 30% 0 0 0 397 66 0 0 0 735 218 1 N. 1w/. 0 0 0 417 72 0 0 0 351 104 Total room load Air required (cfm) 465 20 953 43 488 21 455 21 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C A wrightsoft' 2017 Nov 30 1 Right- Suile® Universal 2017 17.0.23 ASU24011 Page 6 okeAnaslasiaGL% Lot3t5ThornbrookeAnastasiaGL.rup Cale . M.18 House laces S DEL -AIR annm-aacwmrtrmmre Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327COND4071ONSNFax: 407.333-3853 Web: WWW DEL•AIR.COM Job: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area amity rrrl 35.0 It 9.3 It heat/cool 20.5 x 14.5 It 297.3 IR dining rm 10.0 It 9.3 It heat/cool 1.0 x 210.0 It 210.0 Ile Ty Construction number U-value Btuh Itz•F) Or HTM BtutVIlq Area (ft or perimeter (It) Load Btuh) Area ((t2) or perimeter (11) Load Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 VjJ IL---lli 12C-Osw 2A-2ov 28.21v 13A-2ocs 2A•2ov 2A•2ovd 0.091 0.340 0.340 0.201 0.340 0_580 0_032 n n n 0.00 0.00 0.00 0.00 0.00 0.000 0 0 0 0 0 0 0 0___ 0 0 0 275 0 1213 0 0 0_ 0 0 0 0 0 0 0 0 0 n n n 5.69 9.62 16.41 4.35 10.58 16.85 135 0 72 63 0 0 3fi0 0 1182 0 0 0 0 0 0 0 0 0 O 0 0 W V)I 1----GG 16A30ad_ 12C-Osw 2A•2ov 2A-2ov n 0.91 2.38 0 0 0 0 0 0 0 0 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 Val F- a 13A-2ocs 2A-2ov 2A•2ov 13A-2ocs IOC-v 0.201 0.340 0.340 0.201 0.340 a a a se se 5.69 9.62 9.62 5.69 9.62 4.35 30.36 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 Vy f 4.35 7.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yL_G 12C-Osw 2A•2ov 0.091 0.340 s s 0.00 0.00 0.00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 yy!! t 12C-Osw 2A•2ov 0.091 0349 0.201 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 0 832 0 0 0 0 0 0 0 0 0 yL_G 13A•2ocs 2A-2ov 191 0 191 0 1088 0 93 39 54 0 310 374 237 1180 P L--O. 12C-OsW 1100 168_30ad 19t. OP-- 0.091 0.390 2.58 11.04 0.91 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 0_032 n_ 1.1.99 1.74 0 0 0 0 0 0 0 0 Q_w O o-Q 000 0 0-0 a 2 0 0 0 F 22A_tpl 0.989 27.99 0_00 297 35 980 0 210 10 280 0 6 c) AED excursion 221 541 Envelope loss/gain 3609 21001 9631 1957 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) 4246 3222 1145 2245 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 171/6 3N. 1 0 0 0 4246 729 0 0 0 3222 956 179% 30% 0 0 0 1145 197 0 0 0 2245 666 Taal room load Air required (cfm) 4975 211 4177 189 1 1342 57 2911 132 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. Fp- wrightsoft, Right -Sure® Universal 2017 17.0.23 RSU24011 2017-Nov-30 16.47 21 PaA.. okeAnastasiaGL%Lo13i5ThornbrookeAnastasiaGL rup Calc - M.18 House faces: S 9e QDEL--AIRHUM - as oomnormm Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771407-333-2665 ax:407.333.3853 Web WWW DEL-AIR.COM Job: LOt315ThornbrookeAnastaS... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area pantry 0 If 9.3 It heat/cool 6.0 x 3.5 It 21.0 ft2 kitchen 19.9 It 9.3 It heat/cool 1.0 x 275.8 It 275.8 ft2 Ty construction number U•value Btuh/ft2-'F) Or HTM atuh/(19 Area (It2) or perimeter (I0 Load atuh) Area (III or perimeter (It) Load Btuh) Heat cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 11 V)I 12C-Osw 2A-2ov 2B-21v 13A.2ocs 2A-2ov 2A-2ovd 0.091 0.340 0.340 n n n 0.00 0.00 0.00 5.69 9.62 16.41 0.00 0.00 000 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VLl t-! G 0.201 0.340 0.580 n n n 4.35 10.58 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W I GA-30ad 0_032 n 0.91 1. 9 0 0 0 0 o t) 0 0 Vjl 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 yl It---(f 13A•2ocs 2A•2ov 2A•2ov 0.201 0.340 0.340 a a a 5.69 9.62 9.62 4.35 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 27 0 0 20 0 0 Vy I G 13A-2ocs 10C-v 0.201 0.340 se se 5.69 9.62 4.35 7.41 0 0 0 0 0 0 0 0 46 25 22 25 122 237 94 183 12C-0sw 2A•2ov 0.091 0. s S_ 0.00 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 s 5.69 4.35 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 13A-2ocs 2A•2ov 0.091 0.340 0.201 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! 1_C_ 0 0 0 0 0 0 0 0 135 0 135 0 770 0 589 0 P L0. 12C-0sw DO 0.091 0.390 2.58 11.04 0 !If 1.44 11.99 1.74 0 0 0 0 0 0 0 0 0 0 244 21 13 223 21 13 575 228 12 322 248 23 0 C_ 11 16B-30ad 0_032 n_ 0 0 F 2gP_i91 Q Q2 Q40 0 0 0 0 0 0 Q F 22A-Id 0_989 27.99 0_00 21 0 0 0 27fi 20 557 0 6 c) AED excursion 0 179 Envelope loss/gain 0 0 2528 1299 12 a) Infiltration b) Room ventilation 0 0 0 0 363 0 115 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (lines 6 to 13) 0 5 2891 2614 14 15l Less external load Less transfer Redistribution Subtotal Duct bads 171Y- 30°/- 0 0 0 0 0 0 0 0 5 1 17% 1 30% 0 0 0 2891 496 0 0 0 2614 775 Total room bad Air required (c(m) 0 0 6 0 1 1143 3387 3389 153 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AM%, wrightsolFt' 2017•Nov•30 1 Right•Suite® Universal 2017 17.0.23 RSU24011 Page 8 okeAnaslasiaGL%Lo1315ThornbrookeAnaslasiaGL.rup Calc - MJ8 House laces: S r DEL -AIR Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CPFax: 531CODISCOWAY. SANFORD. FL 32771 hone, 407.333.2665 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 1690 If 9. 0 it 1469 3 112 rm 2 39. 5 it 90 It heaUcool 14. 5 x 15.5 It 224. 8 112 Ty Construction number U• vafue BtuWltx• F) Or HTM let fig Area ( fig or perimeter ((t) Load Bluh) Area ( I12) or perimeter (11) Load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 11 12C- osw 2A- 2ov 28. 21v 0. 091 0. 340 0. 340 0. 201 0. 340 0 580 n in n 2. 58 9. 62 9. 62 2. 34 10. 58 10. 58 270 30 40 200 0 0 515 289 385 469 317 423 140 30 0 110 0 0 282 289 0 257 317 0 yl C 13A- 2ocs 2A- 2ov 2A- 2ovd n n n 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 I-<' W 16A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 V) J 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 1209 58 144 1100 182 455 131 0 0 131 0 0 336 0 0 306 0 0 I--G lf2 13A- 2ocs 2A- 2ov 2A- 2ov 13A- 2ocs l oc-V 0. 201 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 0 0 yJ G 0. 201 0. 340 se se 0 00 0 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G 12 ' 0sw 2A• 2ov 0. 091 0. 340 s s 2. 58 9. 62 2. 34 10. 77 270 30 240 53 618 289 562 323 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 yI I-- C 12C- 0sw 2A- 2ov 13A- 2ocs 2A- 2ov 0. 091 0 340 0201 0 340 w w w w 2. 58 9. 62 0. 00 0. 00 2. 34 30_ 36 0. 00 0. 00 491 30 461 0 1186 289 1079 911 86 0 86 0 220 0 200 0 yl t- G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P D. C 12C- Osw I1 D0 0. 091 0. 390 n_ 0. 00 0. 00 0. 00 0. 00 0 0 1469 0 0 1469 0 0 1331 0 0 2551 0 0 225 0 0 225 0 0 204 0 0 390 0 16B, 30ad 003.2091 1.74 F 20P-191 Q_059 1.41 71 13 13 18 9 0 0 0 F 22A-11 0_989 0_00 0_00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 114 Envelope loss/gain 6329 8382 1330 1357 12 a) Infiltration b) Room ventilation 2964 0 939 0 693 0 219 0 13 Internal gains- Occupants @ no Appliances/ other 0 0 01 0 0 0 Subtotal ( lines 6 to 13) 9294 9321 20231 1576 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 1 739/6 0 0 0 9294 4296 0 0 0 9321 6761 46'/a 739% 0 0 0 2023 935 0 0 0 1576 I143 Taal room load Air required (cfm) 13590 8401 16082 8401 2959 183 2720 142 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. ACGO wrightsoft' 2017•Nov30 1 Right - Suite® Universal 2017 17 0.23 RSU24011 Page 9 okeAnaslasiaGL\ Lot315ThornbrookeAnaslasiaGL.rup Calc - MJ8 House faces S DEL --AIR arutra • as o1a rlmmu Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333.2665 Fax. 407-333-3853 Web WWW DEL-AIR.COM Job: Lot315ThornbrookeAnastas... 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 II heat/cool 9.0 x 6.0 it 54.0 02 bth 3 11.5 1t 9.0 It heat/cool 11.5 x 6.0 It 69 0 112 Ty Construction number U-value StutvltzeF) Or HTM at fig Area (fig or perimeter (11) Load Btuh) Area (119 or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 11 VI/ 12C-Osw 2A•2ov 28.21v 13A.2ocs 2A•2ov 2A•2ovd 0.091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 10.58 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val C 0.201 0.340 0.580 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0G W_ 16A_30ad 0.032 n 0.00 0_00 0 0 0 0 0__ 104 0 0 0 104 0 0 0 267 0 0 0 243 0 0 Vjl II G 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 8t 6 0 75 0 0 193 58 0 176 182 0 yl f 13A-2ocs 2A-2ov 2A•2ov 0.201 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 0L--C W Y--G 13A•2ocs IOC-v 0.201 0.340 se se 0.00 0.00 0.00 0.00 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yyll 12C-Osw 2A-2ov 0.091 0.340 s s 2.58 9.62 2.34 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 yl Y-f 12C-Osw 2A•2ov 13A•2ocs 2A_2ov 0.091 0.340 0201 0 340 w w w w 2.58 9_62 0.00 0.00 2.34 30_36 0.00 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 yl L-6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 12C-Osw 1.1D0 1613_30ad 0.091 0.390 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 62 0 0 0 C F Q032 0_050 n_ 0.00 0.91 0.00 1.74 54 54 49 94 69 69 120 020 -I ! 1.41 Q a 0 0 0 0 0 0 F 22A•td 0.989 0_00 0_00 0 0 0 0 0 0 0 0 6 c) AED excursion 32 29 Envelope loss/gain 300 484 329 334 12 a) Infiltration b) Room ventilation 158 0 50 0 202 0 64 0 13 Internal gains, Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 458 534 531 398 14 15 Less external load Less transfer Redistribution Subtotal Duct loads I 461Y* 73% 0 0 0 458 212 0 0 0 534 387 46% 73% 0 0 0 531 245 0 0 0 398 288 Total room load Air required (cfm) 669 41 921 48 1 776 48 686 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AC I>, wrilghtsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-30 6a4477.211 okeAnaslasiaGL\Lo1315ThornbrookeAnaslasiaGL rup Calc - MJ8 House laces: S QDEL--AIRIfR11110 • en wwmmimia Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 Fax. 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 4 28.0 It 9.0 It heat/cool 14.0 x 14.0 It 196.0 tie rm 3 wic 7.0 it 90 It heat/cool 9.5 x 5.0 It 47.5 112 Ty Construction number U•value BtulWtx•F) Or HTM Btu11/ft Area (119 I or perimeter ((t) Load Btuh) Area (It2) or perimeter (it) Load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 V)/ IE----(f 1210•0sw 2A-2ov 28.2(v 13A•2ocs 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 2.58 9.62 9.62 0.00 0.00 0.00 234 10.58 10.58 000 000 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 0 0 0 0 0 0 0 0 0 G I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A_30ad 12C-Osw 2A•2ov 2A-2ov 0.032 n O.IXI O,110 0 0 0 286 0 144 0 0 0 0 0 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.34 30 36 3036 126 0 15 111 0 0 260 0 455 18 0 0 18 0 0 46 0 0 42 0 0 yl I-( L-( 13A-2ocs 2A-2ov 2A•2ov 13A•2ocs 10C•v 0.201 0.340 0.340 0.201 0.340 a a e se se 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! 0 0 0 0 0 0 0 0 0 0 0 0 0 yl Y--G 12 ' 2A•2ov 0.091 0.340 s s 2.58 9.62 2.34 10.77 126 15 111 13 286 144 260 162 45 0 45 0 116 0 105 0 W 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 1 l 1- a_ 12C•Osw 2A•2ov 13A-2ocs 2A•2ov 0.091 0_340 0.201 0.340 w w 2.58 0_62 2.34 30_36 0 0_ 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 1-G w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 12C•Osw If DO 168_30ad 0.091 0.390 0.00 0.00 0.00 1.74 0 0 196 0 0 0 0-0-0-0-0-0 177 0 0 0 0 43 0 82C0_032 a 50 n_ 0.00 0_91 196 340 48 48 1.41 O 71 0 0 0 0 11 11 16 @ F n•td2200o_s6s o_oo 0 0 0 0 0 o a 0 0 6 c) AED excursion 1.66 19 Envelopeloss/gain 1038 1411 221 219 12 a) Infiltration b) Room ventilation 491 0 156 0 123 0 39 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 11529 15671344 1 258 14 Less external load Less transfer Redistribution Subtotal Duct loads 1 461% 739% 0 0 0 1529 707 0 0 0 1567 1136 46%. 739% 0 0 0 344 159 0 0 0 258 187 r Total room bad Air required (c(m) 2236 138 2703 141 1 503 1 31 446 23 Calculations aooroved by ACCA to meet all reouirements of Manual J 8th Ed 411- wrightsoft' 2017-Nov-3016:47:21 4GCf,. Right -Sure® Universal 2017 17.0.23 RSU24011 Page II okeAnastasiaGL%Lot3l5ThornbrookeAnaslasiaGL.rup Calc . MJ8 House laces- S DEL --AIR annm • ea Ixtttmimmie Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING, 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax, 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot315ThornbrookeAnastas... 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 It 9.0 It heat/cool 13.0 x 11.0 it 143.0 IR loll 11.5 it 9.0 it heat/cool 11.5 x 11.0 It 126.5 112 Ty Construction number U-value 8luh/ft2-•F) Or HTM at (12) Area (ft2) or perimeter (It) Load atuh) Area (I12) or perimeter ((l) Load Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 Vjl 12C-Osw 2A•2ov 28.21v _ 13A•20cs 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 2.58 9.62 9.62 0.00 0.00 0_00 0_00 2.58 9.62 9.62 2.34 10.58 10.58 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0If --CC yl I--G I-G 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 0.091 0.340 0 340 n a a a O.t>D 0 0 0 0 0 0 0 0 v I--- 2 i2C-Osw 2A•2ov 2A•20v 2.34 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 13A-2ocs 2A-2ov 2A-2ov 13A-2ocs 10C-v 0201 0.340 0.340 a a a se se 0.00 0.00 0.00 30.36 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 yI L 0.201 0.340 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl a 12C-Osw 2A•2ov 0.091 0_340 s s 2.58 0_62 2.34 10.77 99 15 84 13 216 144 197 162 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 yyyI 1 12C•osw 2A•2ov 13A•2ocs 2A-2ov 0.091 Q340 0.201 0.340 w w . w w 2.58 9_62 0.00 0.00 2.34 30.36 117 0 117 0 301 0 274 0 104 30 74 0 189 289 172 911 y! 1--G 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P D 12C-Osw 11 DO 168.30ad 2QL-19t 22A•101 0.091 0.390 0.00 0.00 0_91_ 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 115 0 0 220C F F 0_032 0_05_0 o.s89 n_ 0.00 1.74 143 143 130 248 127 127 1.41 0.71 1 1 2 1 0 0 6 0 o.00 Q. 0 0 0 0 0 0 0 0 6 c) AED excursion 51 409 Envelope loss/gain 793 830 593 1711 12 a) Infiltration b) Room ventilation 421 0 133 0 202 0 64 0 13 Internal gains- Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1214 964 794 1775 14 15 Less external load Less transfer Redistribution Subtotal Duct Wads 46% 73% 0 0 0 1214 561 0 0 0 964 699 461/6 73% 0 0 0 794 367 0 0 0 1775 1288 Total room load Air required (clm) 1775 110 1663 87 1161 72 3063 160 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov-30 16:47:21 Right -Sure® Universal 2017 17.0.23 RSU24011 Page 12 okeAnastasiaGL\Lol315ThornbrookeAnaslasiaGL.rup Calc = MJ8 House faces. S RDEL--AIR Right-J® Worksheet Wana•eatxtmnmma 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: Lot315ThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed waft Room height Room dimensions Room area open to below 35.0 It 9.0 It heat/cool 20.5 x 14.5 It 297.3 112 stairs 3.5 It 9.0 If heat/cool 1.0 x 311.3 It 311.3 I12 Ty Construction number U-value Btuh/(t-F) Or HTM Bluh/It2) Area (III or perimeter (ft) Load Btuh) Area (It2) or perimeter (It) Load Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat cool- 6 11 V+l 12C-Osw 2A•2ov 2B•21v _ 13A.2ocs 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 2.58 9.62 9.62 0.00 0.00 0.00 Z34 10.58 10.58 131 0 40 91 0 0 233 0 385 212 0 423 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0fl----fC y! I--G Imo_ 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W i6A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 V22A-2ov 12C-Osw 0.091 0.340 0.340 a a e 2.58 9.62 962 Z34 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 32 0 0 81 0 0 74 0 0 V f 2A•2ov 13A-2ocs 2A-2ov 2A-2ov 0201 0.340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V I- G 13A•2ocs 10C•v 0.20f 0.340 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yf G 12C-Osw 2A•Zov 0.091 0.340 s s 2.58 9.62 2.34 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 yI 12C•Osw 2A-2ov 0.091 0340 w w w w 2.58 9.62 0.00 0.00 234 3036 0.00 0.00 185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 0 yJ G 13A•2ocs 2A-2ov 0.201 0.340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 0 12C-Osw 1100 0.091 0.390 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 C F j88&30ad 20P_191 0_032 0.91 1.74 297 297 269 516 311 311 282 0-0. 540 0_059 1.41 071 0 0. 0 0 0 0 F 22A-tp 0_989 0_00 0_00 0 0 0 0 0 0 0 6 c) AED excursion 1201 43 Envelope loss/gain 1362 1464 363 572 12 a) Infiltration b) Room ventilation 614 0 194 0 61 0 19 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1976 165914241 591 14 Less external load Less transfer Rectisinbuuon Subtotal Duct bads 1 469% 1 73% 1 0 0 0 1976 914 0 0 0 1659 1203 461/6 73% 0 0 0 424 196 0 0 0 591 429 r Total room load Air required (cfm) I 1 1 2890 179 2862 149 1 621 38 1020 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wrightsoft' 2017-Nov-30 16 47:21 Ad& Right -Suite® Universal 2017 17 0.23 RSU24011 Page 13 okeAnastasfaGL\Lol315ThornbrookeAnastasiaGL.rup Calc - MJ8 House laces: S 1 DEL -AIR Duct System Summary Job: LDate: 6/4/2014 ... Il UM - AM I OMM1ma hornbrookeAna I2014 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 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 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 162 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 dining rm c 2911 57 132 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4975 211 189 0.183 8.0 Ox 0 VIFx 36.2 95.0 SO kitchen c 3389 143 153 0.212 8.0 Ox 0 VIFx 18.1 95.0 SO mstr bth h 1395 59 31 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 msir rm h 5249 222 177 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr c 488 21 21 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO study h 2531 107 93 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO util c 953 20 43 0.191 4.0 Ox 0 VIFx 30.9 95.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 281 208 0.148 358 12.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx wrightsoft' Right -Suite® Universal 2017 17.0 23 RSU24011 ACC. ... okeAnaslasiaGLILol315ThornbrookeAnastasiaGL.rup Calc - M.18 House faces 2017- Nov-30 16:47:23 Page I 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 Matt Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 2017-Nov-30 16 47 23 At wrightsoft' Right -Suite® Universal 2017 17 0.23 RSU24011 Page 2 okeAnaslasiaGL%Lol315ThornbrookeAnaslasiaGL rup Calc a MJ6 House laces S 1 DEL -AIR Duct System Summary taatnl0 -lux COt101710 M 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 Job: LoMSThornbrookeAna... 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 Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 c 921 41 48 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 776 48 36 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 3063 72 160 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 75 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 75 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 142 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 87 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 st2 rm 4 c 2703 138 141 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 1020 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 270 0.202 611 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in). Stud/Joist Opening (in) Duct Matt Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoftt 2017-Nov-3016:47:23 9 Righl-Suite® Universal 2017 17.0.23 RSU24011 Page 3 AC10%... okeAnaslasiaGL\Lol315ThornbrookeAnastasiaGL.rup Calc = MJ8 House faces: S FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot315ThornbrookeAnastasiaGL Builder Name: Taylor Morrison Street: Permit Office: City, Slate, 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 lambs and framing and skylights and framing shall be sealed. Rim 'oists 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 4:31 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) ll Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSS v5.1 11/30/2017 4:30:39 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lo1315ThornbrookeAnastasiaGL 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: Cp R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: 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 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 lest, 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 lest, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage FWhere required by the code official, performance results demonstrate compliance ( testing shall be conducted by an with Florida Energy Code requirements in approved third party. A written accordance with Section R402.4.1.2. report of the results of the test shall be signed by the third party conducting the test and provided to SIGNATURE: the code official. PRINTED NAME: DATE: j BUILDING OFFICIAL: DATE: 11/30/2017 4.31 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software F 4 a c O-tRE SN fit Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole BuildingPerformance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085. Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity 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 lest, shall be turned off; and 6. Supply and return registers, if installed at the time of the lest, 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 IeakageYVindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (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 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate healing and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9 29 m2) of conditioned floor area when tested al a pressure differential of 0 1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handier enclosure. All register boots shall be taped or otherwise sealed during the lest. 2. Rough -in 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. (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 4:31 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 '/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water healing systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide healing functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water healers 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. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Healing and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/30/2017 4:31 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. Heal pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 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 healing equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for healers manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heal 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 lest report from an independent laboratory is required to verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all healers and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/30/2017 4:31 PM EnergyGauge® USA - FlaRes2014 - Section R405 4 1 Com Page 3 of 3 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS # ar I ir I IS I U' womo. CJivaulz I.' 71- n.W Dw Dw Ix OW n9w aw aw Y %W wpm 064 YW y sW NDW aW aW I7 •w NYW aw !IW 04197t NWV1WDKON.ilftX4 0OCt6M4V 16YIL70fRrt VAT1A 1W r.CTJV .D ll%W&tllaa QIOUCORASNOW100DO1 d0dkU4)"CAVW-Q QdIN® fA*VW LLs®ofrwwm ot.u.rf ow. •+s TfsY •nCb v. A P. ARCHWAY fwffw'Y pv W u..fa 2.0 ION v/SKv 2240V IPH 10,10 p.nr.,. by Wdr A. sc•l..1i6'•y0• Q. m.a000. ewlwfwf. 6YI11Mffd. YL au NQ•OD • • • U a w..o..rs.rmf.wen suY..fY. •.m..O u....LL.w. YY ....wce.w.wW u.af..r •.I Mau _ 100YA.i.IP.m11N.0.M1iYlY YYI.nO/r.Orl tl N...i e..Y..flm..i10.wYr0 .YM.1101+0 O V 1N•0. •.0U V 1W M.fd{ff<i. tl00i Y..fWIY.rANi7m .~ dMI M l 1.0lYq.frr YneA....ffOfV - . dit 1pVonwto1—a . fY.....fO..,rnYuaw.rfmw.R .ft•f•rYY.e— v. d.J r.Yf1.Vs 'eft—, 0... W p..I ..m.I.i rP.•i1d...w •.LL Y .Y.IIW/.ieY.OI.O..11. YI.p I01p WH1 ldfff•.11 O.Y.IfO.1Y b.fatV W.1 waw.sf.fvs ...y. m D.YI••A•'i IO.dA,110 m14'Jr.•M..PMW.O ra+.orfw.r.w I.O•UWO.f..O.:IOO.Yrp010d0..1 1a.f 0.ffft Y rIW.WJ.•.r}•pdY.lerWlgYYP . Y•..WIY.•rrml.f..'rf Vi.Y l nr. Ym....rl.mo••.riM.iFf/M 1 a M1tInY 1 In Sa.O L n.wel.a WEO..tlI w r1 r wa O ur 0 • m.O M un 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL R tvn Nr `.,C•ptbns 1-i MMr 10 ..0 CIO It provide u tstrlct.d I YKI. VW Cut p d00rs to h.01t.b1. roans. code. All duct hOS an r=6 Insulation value. Y 01f.r iO.Y LI f1w.I.YI. ruW toot s+wc+uw, r Q u •o LLor.rO qz' tt\ L t g O_ lV Op 0' -i'uwnr»Yr•ua 9O_.YfrYYfLfIO. fa assd®n L t(% a pomml. r mssd`rYme •.m O6AJ V 0• .o9.nmefmw a.e. •.rw.me as.ued.w0o WWYIf M.Y e. few fsr W.D00 IWN V 6w.•f..fY. fr 9 V es..faeeniao O.o0w.r0u.Ham 4V.nI0.i.s u SIRICUAL WlU Y l l.ff llYl.A LL.rYO.ARlO..fd u..C.W.ff 4.1mO in zO LU LU R o^\ U U r) U M rra..a0w ON o Li Y a C3 o NLr) C3 Z (U J N Of \ 0vL aZE:) Ha -J Ratiz WYW Q N CO ui > z R• value G Z p W 3 Mm. .. J Q H co Q Qq.• W .f1L.p 5 J 0 5 Q OR WA. m a J In 0 0 W11COW CALLMS AL WW- Iota ORMfd1M u doaA IICo1Ra eD WMAID. VT v011 IG n.INRJ01 AiD USOCAM& lm io&=FLM KR WU O DM s',mrJei't UbA:t41ff7. 01' 01R1 tA7 IfJ u a0On6I1 K1 rarY. nom,rl 2.0 TOM vi3KW tkADV IVM I8.10 yyen p(etforn by odr W. r/IOVOMiNe Trensf.r duftfi/Rrsles filled In ao,Qllente .Ith horlde Residential MtllhD Code - 1116a2. "I.M.d It-. W...eVia— 1-3 castle, rat provX unrestrlcted 1 Imh vW.rout on doors to hoolttol. Must hove a nlNnun Clearance of 4 Inches around the air handler per the State Cnergy Code. All duct has an re6 Insulation value. u a c, C C1 3 ti O O Qi-1MMrae e•M.rl Lawweeief.a.s.e towsssn wN eieru®hAr rr w®i, ir r UOIYi e<aOtrO.Oe W.Ceri0el.Or JdNM o iwea eweioe win Les eorrioeesua.um Tr. Aswn.eetto. STRUL7UIGL M MS >- Q Ytne wlr++ rn Co YSYOe tOeeeroOYl z Y a>AeW1eOmOM1 1e O 01.eh _ V..ill Ym Citi (n .--• W 11J _ 0 4 Oj rn o Q o N 1^ Q C3 CY) Z N a - 0 Q zo=\ Q- Rating zo } we •• > Z4- J z c ui 3 J O 5 Q CC mEL-100n TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 315 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 2ND FLOOR 3 a,.; Via BATH 2 lot w(C AA BATH ft 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR r0 p: TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 315 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 1ST FLOOR AAV KITCHEN S' 1M M STACK FROM ZND F10011 1EAMIMATWOITO'ni ismooRtipJ, n S t I MASTER BATH IJSL.V l • ¢ . ate' W/M 3 ga v POWDER BATH RECORD COPY DESCRIPTION AS FURNISHED: Lot 315, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. / LOT 279 LOT 280 LOT 281 N 00014'55" W 40.00' ryti• `9i. 19.80' LOT 315 19.80' a 15.7' 5.00' COVERED N PATIO 0i 5.00' 14.3' 2: i7 - Co 03N PROPOSED RESIDENCE ti O p MODEL: ANASTASIA p 0 2 CAR GARAGE LEFT p 0 O O LOT 316 i• ' LOT 314 Ici 7 Lp 5.0 5.00, ENTRY 8.7' b ZONIN DATE of Ok to construct single family home 5.00' with setbacks and impervious area 16' DRIVE WUK shown on plan. 5(4. i % Pwip. Anoatava_- &L 25.20' 25.20' I 10' UnL ESMT. 129.92' 'oo, ti ry I PC) 5' CONC. WALK 3' FLARES ON LOT AREACA CULATIONS: CURB LOT - 4.800 SOFT. LIVING - 1.522 SOFT. N 00014' 55" W (e.e.) GARAGE - 400 sO.Fr. 40.00' LANAY 71 139 SO.Frr. BREEZEWAY = N/A SOFT. DRIVEWAY 403 SO.Fr. RED ROSE LANE WALKWAYAIC PAD = 16 SD.FT. 50' RIW) TRACT I IMPERVOUS= 54.7 SR• G 2,623 SOFT. UTILITY N1( ACCESS R/W S00 2 177 SOFT. L OFF LOT ARI-A LAT1 N5: R/W = 440 so.FT. QQ PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 SO. FT. PER DRAINAGE PLANS BUILDING SETBACKS. -PLOT PLAN ONLY-. SIDEWALK = 200 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY) . , TOTAL AREAS: SOD = 130 SOFT. LOT GRADING TYPE A REAR - 15' PROPOSED INFORMATION SHOWN AREA - 5,240 SOFT. PROPOSED F.F. PER PLANS - 23.1' SIDE - 5.0' ON SUPPLIED PLAN DRIVEWAY - 513 SO.FTSIDECORNER - 10' BASEDNNOR INSTRUCTIONS PER SIDEWALK - 270 SO.FT. PROPOSED GRADE PER CONSTRUCTION PLAN + CUENT NOT FIELD VERIFIED SOD - 2,307 SO.FT. CR USE'NMETYER - SCOTT & ASSOC, INC. - LAND SURVEYORS. LEGEND - LEGEND - PLAT Pal. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r • MELD TV. • TT ICAL NOTES: P. . IRON PIPE R.C. POINT Or RCVCRSC CURVATURC 1. THE UND[RSIOHED ODES HEREBr CE/tMY THAr TITS SURVEY 11EESS ME SGNWROS 0r PRACTICE SET FORTH or THE FLOR104 B04R0 Or M •WON ROD I= POINT LEOrCOMPOUNDCURVATUREPROFESSIONALSURWRS AND MAPPERS IN C94PMR SJ-I? ILOR/W ADMINISTRAINE CODE PURSUANT TO SECTION 472.027. FLORIDASTATUES CA • CONCRETE IQAIMENT RAO, • RADIAL UNLE2. SS EMBOSSED PTIN ARMORS SIONATURE AND ORICUAL RAliEO SEAL nos SURVEY MAP OR COPIES ARE NOT VALID. SET 1A. • 1/2' IA ./ILL 43% NR. •NON -RADIAL J, RRS SURWV WAS PREPARED FROM TIRE INFORMATION rURN6NLD to THE SURKIOR. MERE MAY BE Onto RETTRIOtTONs RCC. - R[COVCRCD W.P. • WITNESS POINT OR EAMWE„1S THAT AFFECT AILS PROPERLY. P" . P01MT Or KG(N011G rALC. • CALCLlAtCO 4. NO UNDERGROUND DIPRONDMiM HIVE BEEN LOCATED UNLESS WHO SHOWN. Pa,C. .POINT Or COKKEMCCHENT PIIA PCRNM<HT RCFCRCNCE MONIMEM t • CENTCRIINC IT. • FINISHED rL0O1 ELEVATION 3, na SUM'EY IS PWAAEO FOR rw SOLE maw Cr rNOSE Comm TO AND SNOIM1O NOr BE RELIED UPON Dr ANY OTHER ENTITY. ' to • NAIL L DISK ISL WILDING SCT9ACK LINE a CRIENSIONS SHOWN Mit ME LOCATION Or IMPROVEMONS HEREON SHOULD NOT BE USED 10 RLCONVRUCT IOU NOARY UNCS. R/W - RIGHT-OF-WAY LK • KHCHKARK 7. SEANNOS. ARE BASED ASSUMED WTUM AND ON THE LINE SFIOIN AS BASE SEAMNO (B.B.) ESHT. • CASEMENT I.I. • USE KARINO DRAIIL ORAMADE ! ELEVATIONS, IF SHOWN, ARE WSED ON NATIONAL CE00EM WRM Or 19". UNLESS OTHERWISE HMO. UTIL • UTILITY 9. CO MICATE Or AU HONZAr10N No. 439& CLlC. CHAIN LINK rCNCC WOEL • WOOD rC)CC C/ o • CONCRETE BLOCK SCALE — I* - 20*--1 DRAWN BY.' P. C. •DINT Or CURVATURE P. I. • POINT Q TANOGCY DATE ORpER Np• KSC. - DESCRIPTION cERnf1E0 BY: DATE — • • _ _ R • RADIUS L . ARC LENGTH PLOT PLAN 12-04-2017 5400-17 D • DELTA CCNGRO CHORDKARING NORTH THIS BUILDING/PROPERTY DOES. NOT UE WITHIN -AWL, ME ESUBUSHED t00 YEAR F1000 PLANE AS PER 'IRM' TO .CRUSE= R, R.LS. / 1714 ZONE X. MAP / 12117E 0055 F. JAMES W. SCOIT. R.LS / 01 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy STRADAN NEC 2011/FBC 107 SANFORO.FL 877.906.1113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS MODEL: ANA TA IA BUILDER TAYLOR MORRISON SUBOIVISON VOLTIAMPS LARGEST LOAD: HEAT PUMPS WISUPPLEMENTAL HEAT 1 15572 Includes Heat Pump and Heat Strips on together 0 100%. 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 TOTAL OTHER LOAD FIRST 10KVA@100% 10.000 REMAINDER ® 40% 9742 LARGESTLOAD 15572 TOTAL LOADF 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 4032 10000 6500 5040 10000 6500 5280 10000 6500 6168 8000 5200 6888 8000 5200 8160 10000 6500 0 0 TON OTY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 25 1 5040 5000 3250 8290 3 5280 5000 3250 0 35 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 00 R S t] Y MP 2C q60 " oo a 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 lu fi fi W1® 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: TB0315 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0315 Model: Anastasia Lot/Block: 315 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[rP12007 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. I Seal# I Truss Name I Date I No. I Seal# Truss Name I Date 1 1 T12633720 1 C 1 A 12/1/17 118 IT12633737IF04 12/1/17 12 IT12633721IC1B I12/1/17 119 IT12633738IF05 112/1/17 1 13 I T126337221 C3A 112/1/17 120 I T12633739 I F06 1 12/1/17 1 4 1 T12633723 1 C3B 12/1/17 121 IT12633740IF07 12/1/17 5 1 T12633724 1 C5A 12/1/17 22 IT12633741IF08 12/1/17 6 1 T12633725 1 C56 12/1/17 23 T12633742 F09 12/1/17 7 1 T12633726 1 CJ1 12/1/17 24 IT12633743IF10 12/1/17 8 1 T12633727 1 CJ3 12/1/17 125 IT12633744IF11 12/1/17 19 1 T126337281 CJ5 1 12/1/17 126 I T12633745 I F12 1 12/1/17 1 110 1 T1 2633729 1 VA 1 12/1/17 127 I T12633746 I F13 1 12/1/17 1 Ill I T12633730 J E76 1 12/1/17 128 I T126337471 F14 1 12/1 /LLJ 112 IT12633731 I EJ1 1 12/1/17 129 IT126337481 F15 1 12/1/17 1 113 I T12633732 I EJ7 1 12/1/17 130 I T12633749 I F16 1 12/1/17 114 I T126337331 F01 1 12/1/17 131 1 T126337501 FG1 1 12/1/17 1 15 IT12633734IF02 12/1/17 132 1 T12633751 H7A 12/1/17 16 IT12633735IF02A 12/1/17 133 1 T12633752 1 H7B 12/1/17 117 I T12633736 I F03 1 12/1/17 134 1 T126337531 HJ1 1 12/1/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. G E IV Ir7ATE0O: i ; OR i,--*ts,0 N A„ E Walter P. Rnn PE No.22839 MITek USA. Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: December 1,2017 Finn, Walter 1 of 2 RE: TB0315 - Site Information: Customer Info: Taylor Morrison Project Name: TB0315 Model: Anastasia Lot/Block: 315 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name Date 35 1 T12633754 1 HJ7 12/1/17 136 I T12633755 I T01 1 12/1/17 137 I T12633756 I T02 112/1/17 138 I T12633757 I T03 1 12/1/17 1 139 I T12633758 I T04 1 12/1/17 I 140 I T12633759 I T04A 1 12/1/17 I 141 I T12633760 I T07 1 12/1/17 142 I T12633761 I T08 1 12/1/17 143 I T12633762 I T09 1 12/1/17 144 I T12633763 I T10 1 12/1/17 I 145 I T12633764 I T11 1 12/1/17 146 I T12633765 I T12 1 12/1/17 147 I T12633766 I T13 1 12/1/17 I 148 I T12633767 I T14 1 12/1/17 149 I T12633768 I T15 1 12/1/17 150 I T12633769 I T16 1 12/1/17 I 151 I T12633770 I T17 1 12/1/17 I 152 I T12633771 I T18 1 12/1/17 153 I T12633772 I T18A 1 12/1/17 154 I T1 2633773 1 V01 1 12/1/17 155 IT 12633774 1 V02 1 12/1/17 156 I T126337751 V03 1 12/1/17 157 I T126337761 VO4 1 12/1/17 158 1 T1 2633777 1 V05 1 12/1/17 2of2 o fuss rasa ype N T12633720 T80315 CIA Js -Opan I 1 1 Job Reference (optional) tsurraers restbource. Ianipa, ream d,ny. rams aaaoo ..._....... ........_.,,.. ..__...__. ..._.... ___ ID,.0837CaMCJU5ySDiOmCOdnyd 11 m-g2fkOSORSEOOhsIMEyR;UyW Ouv791urRf W 44U9y0JdK 2x4 = 140 I -0-0 1-0-0 Scale . 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 8C 0.01 Ven(TL) -0.00 1 >999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 3lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Uplift I =-5(LC 12). 2= 23(LC 12) Max Grav, 1=44(LC 1), 2--34(LC 1), 3=20(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst, BCDL=5.Opsf: h=25ft: Cat. II: Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS 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 nonconcurtent with any other live loads. 3) - This truss has been designed (or 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vetry design parameters and READ NOTES ON THIS AND WCLUDED AMEK REFERANCE PACE A167473 rev. INWMIS BEFORE USE Design valld for use only aim MlekO conneclors. this design is Ixisetl only Won p mamoters shown. and Is la an hdlvk kKd txAdlrlg component, not a truss system. Before use. the IxAdltrlg designer must verify the <gKNkal%Ity of design pxvamaters and polxxty Incorpolato this design into the overall txAding design. Bracing IndllCated Is to prevent bu ckltrlg of kxfMdrKi Was web aril/or chord members only. Add illo al temporary and permanent Ixactrlg WOW is always re%*ed for skdllfrly and to prevent collapse with plss0tle personal fryuay and propertyerty damage. For general gdddalce tegadfng the lddxbdnkxt. storage, dk 11VOM erection Ondl txwlrvj of fames an(] fr ss systems, seoANSI/FPI I Owilly Cdtedo, DSB-89 aW BCSI Building Component 6904 Parke East Blvd. Safety Intamatlon avcAalxe from truss F10to Institute. 218 N. Leo Street. Suite 312. Alexandria. VA 22314 Tempo, FL 33610 Job Truss TfUSS Type Qty ply T12633721 T80315 cis Jeck•Open 2 1 Job Reference (optional) auddera FusisourN. 1 enlpa, Plant Gdy, 1.10008 33555 r ow a Mug 1 o zap i mr i ea inausiries, inc. rn Nec ai 14 1e as"1 r rape 1 ID.0837CakNCJU5ySDiOmCDdnyd 11 m-SED6.F,4vYSHJ7tYofyAOA2AWJSPUL4buAge 1 byDJdJ 1-0-0 Scale = 1:6.2 2x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 8C 0.01 Ven(rL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=- 11 /Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz2=34(LC 8) Max Upl1f13=-11(LC 1), 2=-102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 (all by 2.0.0 vide 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 Qt=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.' Q WARNING . Verr/y design panunefan and READ NOTES ON DO AND INCLUDED N/1EK REFERANCE PAGE 4/a-7472 fay. 10011410015 BEFORE USE Doslpn via for use orgy Win Mllok® connectors. Ms desigrn Is 1xised orgy upon rxaamelan shown, ardf Is form individual building cornponenl. not a Was syslom. Boloto rise. the lxeding designer must vortly Iho alolca bllfy or doslgn lxmimoters ardi lxopeily I neogborofu this cknlgn into lho ovescdl buldho design. aaci ng In icalod Is to prevent bucakng or Irddl0dud truss web aril/or chord members orgy. Additkxxll temporary and pounanenl bracing M iTek' It always required for stability and to prevent coiiapse with possible p ofsond If" and Ixopeny damago. For goneral guidance regarding the 6204 Parka East Blvd. fatbricalkxi stotage, delivery, erocllon ctrdd tx(scl ng of fr rsses and trim systems. weANSI/FPI I Quality Criteria. OS6-89 and SCSI SulMing Component Tampa, FL 33610SafetyInformationavalablefromtrussPlatoInstitute. 218 N. Lois Stroet. Sulte 312. Alexandria. VA 22314. Job I fuss Truss Type b T12633722 T8031S C3A Jack -Open 17 1 Job Reference floral Buddars Firs15oures. lrnpe, ram dory, rtwtao a:taee ID:0837CakNCJUSySDiOmCOdnnydl lm-8ED6coR4vYSHJ?tYofyAOA28wJR4UL4buAgelbyDJdJ 2x4 = 3-" 3-0-0 3-0-0 Scale = 1.12.3 LOADING (psi) SPACING- 2-" CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ven(LL) 0.00 13 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 8C 0.09 Ven(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.00 2 Na rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 10lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/sfze) 1=129/MechaniCal, 2=101/Mechanical, 3=29/Mechanlcal Max Horz 1=63(LC 12) Max Upliftl=-17(LC 12), 2=-65(LC 12) Max Gravl=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural Wood sheathing directly applied or 3.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=5.0ps1; h=25ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vanry design parameter and READ NOTES ON THIS AND WCLUDEO WMK REFERANCE PAGE M11.7473 rv. IMUMIS BEFORE USE. Design valkl for use only with Mllok® con neolers. Inls dosign is based orgy upon paamalers shown. and Is for an Individual Melding comlxxnenl. nor a hiss system. Before uso. the tx&*Q designer must vodty the ap4)Ucal111ty of design Ix7ra noters aM Ixopedy hcotoorate this design into It* overall txlding design. 9achg Indicated Is to Ixevent bucldhg of Individual Ituss web and/or chord members only. Adldlio nal temporary and pemnanent tracing M!Tek' Is always roquked lot stallllly and to Ixovent collapse with I)ossUe personal hpry and Ixorxnrty danogo. For genotal guldanco regatdng the fatxlcalbn. setage. delivery. erection and txacing of tfunses and truss systems. seeANSI/1Pt I Quality Criteria, OSB-89 and SCSI Wilding Component 6g04 Parka East Blvd. Safety Informalon avdlbble from Ittss Plate Institute. 218 N. too street. Stle 312. Alexandria. VA 22314. Tampa. FL 33610 Job TrUSS TrUSS Type 0ryply T8031S C38 Jack -Open 2 t Job Reference (optional) Tt2633723 Busdsrs FostSource. Tarrpa. PIAM City, Florida 33566 1.64u a Aug 16 zur r M r en rnausrrres, me Fri we yr moo Su Zu r r rape r 10:0837CakNCJUSySDiOmCOdnyd l l m-8ED6coR4vY8HJ?tYotyAOA29nJRMUL4buAge t byOJdJ 1-0-0 3-" 1-0-0 3.0-0 20 = Scale = 1:9.6 3-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.08 Ven(rL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Inc( YES WS 0.00 Horz(TL) -0.00 3 rVa 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 punins. 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/Mechanical Max Horz2=61(LC 8) Max Upli(13=-43(LC 12), 2=-114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst; h=251t; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerlor(2) -1-0-0 to 2.0.0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces 8 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 lb uplift at joint(s) 3 except of=lb) 2=114. 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.' Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11119-7472 rov. 100020016 BEFORE USE Design will for use orgy vAm lvlllek® conneclors. tits do*p Is tXnW only upon paamelers shown and Is lot on i nc9vldual buldlrtd component, not a tnrss m,xsystem. Bofore «se, Ihoedlrt0 (leslgnot fntrsl verily the appllCablily, of (loslgn paranoton aril propedy hlcortwtato Wits, closign Into the ovordl L,KMcMtg doslgn. Bracing frWkaled Is to txicktkng of IndNkltxf miss wob aril/or chord mefnWts orvy. AddBlo" tamporary and Iormanent,xacho MiTek' pfevonl Is cdwoys re(plted lot stabOlty and to txovenl cdlarAe wkh possONe personal ".ffy arW piopxiny danoge. For 0enefal Guidance rogadng the kAxicatkxi storage. (lellveM orectlon and lxocht; of tnrsses and inns system; soeANSVrP11 Quality Cdterla, OSS-89 and SCSI Butldlny component 6904 Parke East Blvd. Safety IMormatton uvallatlo from truss Plato Imlitute. 218 N. Lee Street, StAle 312. AlexarWAa, VA 22314. Tampa, FL 33610 CSA IJaek•Cp*n II I 1 I .. _ . .. T12633724 5-0-0 r 5-0-0 2x4 = 5-0-0 5-0-0 0d Scale = 1:17.3 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In loc) 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 TCOL 15.0 Lumber DOL 1.25 BC 0.29 Ven(fL) 0.08 1-3 691 180 BCLL 0.0 ' Rep Stress Incr YES W B 000 Horz(TL) 0.00 2 n/a rJa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 16lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/slze) 1=219/Mechanical, 2=171/Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upllfll=-31(LC 12), 2_ 109(LC 12) Max Grav1=219(LC 1), 2=171(LC 1), 3=98(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oC bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=5.Opsf; h=25fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3.0-12, Intedor(1) 3-0.12 to 4-11-4 zone;C-C for members and forces 8 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 lb uplift at joint(s) 1 except 01=1b) 2=109. 6)'Semi-rigid pi[chbreaks with fixed heels' Member end fixity model was used in the analysis and design of [his truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • va ry dedgn parameters and READ NOTES ON rN1S AND INCLUDED AMEX REFERANCE PAGE N9.7473 rev. 14WMIS BEFORE USE. Design vdld lot use only With 141I109 Convectors. This design Is based only upon parameters shown. and is for an Individual Wilding component. not a gam system. Before use. the IxBdhg designer must verity the applk:abllly of design parameters and properly Incorporate 0%design Into the Overall Widlnng design. Bracing Indicated Is to povent IxucMhng of tndh ltKd tam web and/or chord mornbLis only. Addlioncd temporary and porncnent Ixacing MITek• Is always tecitdred for stab611y and to prevent collapse win possbie personal "and property damage. Fa genera guidance regarding me klxicallon, storage. delivery, erection and bracing of Tames and lam systems seeANSI/IPI I Quality Criteria, OS6.69 and SCSI lulMNg Component 6904 Pork* East Blvd Safety Information avdlatAe horn tnm plate institute. 218 N. Lee Street. SuLe 312. Alexandria. VA 22314. Tampa, FL 33610 Job runs russ I ype ryply T12633725 T80315 C58 1,-ack-Open 2 1 Job Reference (optional) Builders FastSoutce, Tampa. Plant Gay. Florida 33556 / bw a Aug to avi i rw r es mvustrtes, inc. Fri Dec yr r—wi r —i r ape i 10:0837CakNCJUSySDtOmC Ddnyd 11 m•cRnVpBSigsG8w9SILNTPZNbGurkiDoKk6t1ZBZ2yDJdl 1-0-0 5-0-0 1 0.0 6-" 20 = 5-0-0 Scale = 1:12.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Ven(fL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.00 Horz(TL) 0.00 3 n/a rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=148/Machanical, 2=314/0.8-0, 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift3=-85(LC 12), 2=-124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2ps1; BCDL=5.0psf; h=25111; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1.0-0 to 2-0-0, Inteior(1) 2.0.0 to 4.11-4 zone:C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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.Opst 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 100lb uplift at joint(s) 3 except at=lb) 2=124. 6) 'Semi -rigid plichbreaks 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.' Q WARNING. Verily dedpn pammetws and READ NOTES ON TM AND INCLUDED AMEK REFERANCE PAGE NJF7473 rev. MOMIS BEFORE USE. Design valld for use ordy wllh MI Iek®cornoctols. Iris doslgl Is based only upon parameters shown. and Is lot an indhAdal Wading Component. Iwl a Moss system. Before tno. the txtlldho ckr4 for mtat vorily tho appOcabllry of design Ixrrctr nelers and Ixolxlrly Wotlwrate thisdxslgn Into me oveta9 lxdlding design. Racing Indicated b to txrokling of Individual truss web and/or chord mombots only. Ack911onal temporary and permatonl bracing WOW Ixovent 6always rotltlred for s1c"Illy and to Ixevent collapse wBh pouble personal k"y and Ixope" damage. For general guidance regarding the 6904 Parke East Blvd. hatmic( flwxstorago, delivery, erection and txocbV of trusses and truss systems. soeANSI/FPI I Cuallry Criteria, OS9.69 and SCSI 9ulldlng Component Tampa, FL 33610 Safety IcfflonavallatxetornhiesPlateInstitute. 218 N. too Street. Salto 312. Alexandria. VA 22314. o russ Truss Type ty T12633726 T80315 CJI Jack -Open tt 1 Job Reference (optional) Builders I•astsource, Iampa, rram cay. rraraa 4.7a00 . ,.,..., -i .......... . -.._.__ __.- - _ _ - ID:0837CakNCJU5yS0iOmCOdrlydllrr4dl-t1UTKO904YJ1xv4_efib6Wz78syFauLUJk5Uy0JdH 1. 0-0 1-0-0 1-" 1-0-0 2x4 = LOADING ( psi) SPACING- 2.0.0 CSI. DEFL. in loc) Wait Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Ven(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.00 3 n/a rJa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( Ib/size) 3=-5/Machanical, 2=154/0-3-8, 4=10/Mechanical Max Horz2=38(LC 12) Max Uplifl3=-5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1 7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid telling directly applied or 10-0.0 oC bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf: h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst 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 thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 2. 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.' Q WARNING • Vedly dedpn pamnsetwa and READ NOTES ON TWIS AND INCLUDED MIrEK REFERANCE PAGE MD7473 MV. 1=3401S BEFORE USE Ded W valkt for use only wiM IAlekd9 Conroclors. Itds deslB a tined ordy upon IxIIamelelS atlown. and Is 10( on indlOduOl bullring component, not o lass ryslem. Beloto too. Ito txddrlg designer must verity the aplAlcutAity of c c*p pxsctrnoton and rxopetly MrlobM corote designInto Ito overall bullring dosign. Biocing IrWlcaled Is to txevenl buckling or Irl K4du b truss web and/or chord motntxm orgy. Addtlorld lemporary csxf permanent daring MiTek' is always tegUted lot sfcd)Ulty and Io Ixevont coljotm with Ioss6xo p orsond bUr+y aril rxopony carnage pa gonelal guldatce reWding Mo loixicatim slorago. dellvery. otecibn arld Ixacblg of tnrssos and Inter systems, soeANSI/TPI I Quality Cdteda. DS1149 and SCSI Bullding Component 6904 Parke East Blvd. Safety Irdormation ovolloMe born trim Hato MsflMe. 218 N. Lee Slioet. Sulto 312. Alexondrlo. VA 22314. Tampa, FL 3360 Job ruse Trusts Type Uty, my Tt2633727JRferftnceT803t5CJ3Jack -Open II 1 optional) tsunders 1-1ret5wice, Ianlpa, rant arty, vionde s:zoo F—V • V ,.^ ... i.", •••;. • •• " • • • • _ . ID:0837CakNCJU5ySD1OmCDdrnyd l l rr1.4dLtl UTK090?YJ 1 xv4_e6b8V677gyFauLUJkSUyDJdH 7-0-0 3-0-0 3-0-0 Scale = 1:12.3 2x4 = 3-0-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 2.4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We Na BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=67/Mechanical, 2=234/0-8.0, 4=26/Mechanical Max Horz2=79(LC 12) Max Upli113— 52(LC 12), 2=-56(LC 12) Max Grav3=67(LC 1). 2=234(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=2511; Cal. II; Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vedly detdgn parerrwters and READ NOTES ON 170S AND INCLUDED AVI'EK REFERANCE PAGE MO.7473 rev. 1402MIS BEFORE USE Design vrW for use only with Mlle Conneclors. Bps draign is basod only upon paamelers Yawn. and Is for an IndMCAtd txAdkng component, not a trim systein. Boforo too. Iho building designer must verily the a7pltcatllly, of design Parameters and properly I ncerpetate this design into Ito ovtxdl building design. Bracing tnclicated Is to prevent bricaing of IrWMdtrd truss web and/or chord members only. Additional lempotary and p enn nenl bracing WOW is always tegt/rod lot sldxllty and to prevent collapse wllh poss6x0 personal QWy, and property damage. For Gorotal gtldance regacA ng the klxk (floix storage, dollvery, erection and bratokng of trusses and truss systems. srrANSI/1PI I Quality Criteria, OSS-89 and SCSI Building Component 6204 Patke East Bind. Safety =motion available from titan Plate Onstruto. 218 N Leo Street, Stile 312. Alexandria. VA 22314. Torrpa. FL 33610 Job Truss Truss Type aty ply t12633728 T80315 CJS Jack -Open 11 1 Job Reference(optional) Bullets FkslSource. Tampa, Plant Chy. FkwMa 33566 r.a+V a Aug l0 evr r M1I ex InalR FM, Inc, rn vec V 1 17.70.0[ LV 11 ray 1 ID:0837CakNCJUSySDtOmCDdrlydllm•4dLt1UTKO90?YJlxv4 a 8Pk74ayFauLUJk"DJdH 1-0-0 5-0-0 1.0.0 5-0-0 Scala a 1:17.3 2x4 = LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Ven(rL) -0.08 2.4 >727 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudlns. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/slze) 3=158/Mechanlcal, 2=305/0.3.8, 4=48/Mechanical Max Horz2=121(LC 12) Max Uplift3=-104(LC 12). 2= 62(LC 12) Max Grav3=158(LC 1). 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=5.Opsl; h=25ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) -1.0.0 to 2-0-0, Intedor(1) 2.0-0 to 4-11-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) - This truss has been designed for a five load of 2O.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 100lb uplift at joint(s) 2 except Qt=lb) 3=104. 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.' Q WARNING . Verity doOgn parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE N0•TQ3 MV. 10=12016 BEFORE USE. Design, vaild la use only with MI lek® comeclor s. [his ck lgnl Is based orgy upon paanelats Brawn. and Is for a1 Itxdiv4duat txAdlnd component. not MtatrusssystemBeforewe. the txLalhg deslpnur must verity the cpIlIcabllty, of design paamotels text lxopeely Woq-xxate Mh design Into the ovetcil design Brachg halcafed is to lxrcktinlg of Individual tnra web and/or cfxxd members enly. Additional lempaary and I>-l"aent btachg M iTek' buUM g Ixovonl o always torpdred lot stability and to Ixevenl eollafxce vrilh possffAe pelsoral k ay arw txopeny damage. for general guidance regarding the 6904 Parke East Blvd. faxk:afk n, storage. delivery. erection arxd txcahg of larsses and truss systems. sacANSI/1111I1 Quality Criteria, DSB-89 and SCSI building Component Tampa. FL 33610SafetyInformationavalalAefromtrussPlatoinstitute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314 Job Truss Truss Type oty ply n2s33729 T803tS E7A Jack -Open s t Job Reference (optional) tsutraers nrstsource, r arrpa. riem may. m'= Joao. . ,,.., ..... ... ... , ......, ..._ ....,,,_ __ __.. . __ . 10:0837CakNCJU5yS0iQmCDdnydI1m-YpvFEgTyBTWs Tc7ToVteogVlXLvlug1a821dwyDJdG 7-0-0 7-0-0 3x6 = 7-0-0 7-" Seale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 >591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Ven(TL) -0.34 1-3 >246 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 rVa n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 22 lb FT = 20% LUMBER- • BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=309/Meehanical, 2=217/Mechanical, 3=92/Mechanical Max Harz 1=148(LC 12) Max Upliftl= 44(LC 12), 2=-129(LC 12) Max Grav 1=309(LC 1), 2=217(LC 1), 3=135(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf: h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18,, MW FRS (envelope) and C-C Extedor(2) 0.0-12 to 3.0.12, Interior(1) 3-0-12 to 6-11-4 zone:C-C for members and forces 8 MW FRS 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 wllh 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 100lb uplift at joint(s) 1 except Qt=lb) 2=129. 6) 'Semi -rigid pltchbreaks 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.' Q WARNWO • Verily dedgn parameters and READ NOTES ON THIS AND WCLUDED MREK REFERANCE PACE 10-7173 rev. 10 MMIS BEFORE USE DosIgn valid for use only with Mlfek® comoclors. 9ds deskp Is b asod only upon paamelors shnown, and Is lot on hrlMaual building componenl, not a teas systern. bolore use, the bxBding <IeslOnot must verify the <sbpllCabllty of design Ixsarnoters and popery hcorlwralo rink des0i Into Ina overall IxedIW design. Bachg WKftaled Is to povenl buckling of lndlvklutal truss web and/a chard members only Adclltloral temporary arK1 permanent Ixachg WOW Is always tecluked for slab6lly and to prevent collapse with possible persortm"and poMrly damage. For general guddanco tegac&V Iha la riC<ftbn. stotage, dollvery. etecllon and Ixoedng of trttsses and truss systems. sueANSI/IPf I Cuakly Cdlena, OSS-89 and SCSI Wilding Component 6904 Parka East Blvd Salary Irdo .Ilan available from Ituss Plato trutllute. 218 N. Lee Street. Sulle 312. NexancMo. VA 22314. Tortpa. FL 33610 Job rusa Truss Type oty ply T12633730 T803iS E78 Jack -Open 4 1 Job Reference(optional) UU11dare Fustsource, lattpo. rant t:ay, t-tone asuao .-.--•---- I D:0837CakNCJU5ySDrOmCOdryd I t m-YpvFEgTyBT W sATc7ToVteWXOXM3hrg 1 a821d;yVbJdG 7-0.0 1 0-0 7.0.0 Scala. 3/4'=V 3x4 = LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.10 2-4 825 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Ven(rL) 0.27 2.4 295 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 rVa We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 23 lb FT = 201% LUMBER - TOP CHORD 20 SIP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3--205/Mechanical, 2=400/0-8.0, 4=83/Mechanical Max Horz2=117(LC 8) Max Upliit3=-106(LC 12). 2=-140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1). 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oC puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL--4.2psf; BCDL=5.Opsf; h=251t; Cat. If: 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 6-11-4 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 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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.' Q WARNING - Vedfly doOgn parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MA7472 rov. IMUMIS BEFORE USE wtDeMMvalldforuseonlyuAlhMflekbconnectots. this design is txwd orgy upon paameters shown. aril Is for an hndlvkW txddhng component. nor a truss System. Before Use. the Wilding designor must verily the cWicalAlry of cfesl pn Wmarneters and lxopetly IncotpotatO Ihls cl Sign Into the OVOftlrl only. AUdtlonal lem"ary and permanent txochng M iTek' bWdhng desgn. Bracing hnclIcaled Is to prevent bucldhng of kX#Wdual Rust web and/Of chord mcxnbers Is always torauded for stability and to Ixevenl collol a wlrh Ixrssalle IxHsonc>t"and Ixol%-rly danago. For general guidance rogaAng the latxkalkxn. stoceo. cletivery. erection and Ixoclng of Irmses and tnrss systems. seeANSIMI I Gua01y, Criteria, OSS-89 and SCSI Suading Component 6904 Parke East Blvd. Safety Information avallable from truss Rare hnsllMo, 218 N. Lee Street. Sulte 312, Alexandria. VA 22314 Tampa. Fl. 33610 oruss Truss Type City ply T1263373t TOMS 16-ji JACK -OPEN 20 t Job Reference (optional) Bvxdele FUSISOurr:e. I arrpa. Front Gay, I-IOrrda 37b66 t. s Aug iv iv. r im, k i ra sec v, ,...o a+ cv. • yv ID:0837CakNCJUSySDiOmCOdrtydllnrOOSdSAUayneindBK1V068ODsTwgb094ApcorAMyOJdF 1-0-0 0.8-0 1.0-0 0.8.0 Scala a 1:6.3 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.06 Ven(TL) 0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 We Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.8-0 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 2=159/0-3-8, 4=-30/Mechanical Max Horz2=42(LC 9) Max Uplift2=-92(LC 9), 4=-30(LC 1) Max Grav2=159(LC 1). 4=28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed (or 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 lb uplift at joint(s) 2, 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vetf/y doWgn parertrNero and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rov. I&MMI6 BEFORE USE Design valid for use only wtih fAlek®CoveCtors. Rtls deslgs It based only upon parafnolec; Mown. and is for an h dtW*ral "cllnp component. not a Inca system. Before we. the txBdnp designot mml verity the cgAAlcc dhlty of design patarnetors and ixopedy Incorporate this du9gn Into the overall txldhng doslgn. ®achng lndle(iW Is to txteiding of InclWtral tnra web and/or chard momtyjfs only. AdcOltorwl temporary and permanent bracing MiTek' lxevent Is always tecµtred lot stabWfy and to Ixovont collapse Win posshtle personal Iniray and Ixoperly damage• For general gnddarnco rogarding the 6904 Parke East Blvd. falxleallon, storage. ddlvery. erection and Ixachng of trusses and tntsa systems. sor-ANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component Tanya. FL 33610SafetyInformationavailablefromtryPlatelinsllMe. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Job Truss fuss I ype ryply Tt2633732 T8031S EJ7 Jack -Open tf t Job Reference (optional) tluedars t esfsoura. r ampa, want any, monde aaeoo . o+v s nup o cv, ..... —s, —. i— r,v s+ 10:0837CakNCJU5yS0iOmCDdnyd l l m-OOSdSAUaynelndBK 1 V06800iiwif094ApoorAMy0JdF t-0-0 7.0-0 1-0-0 7-0.0 Scale = 1:22.2 A 6.4.2 0.7.14 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.06 2-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Ven(TL) 0.10 2-5 643 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 2=0-8-0, 5=0.11.5. lb) - Max Horz2=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. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf: h=251t; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) -1.0-0 to 2-0-0, Interior(1) 2.0-0 to 6.11.4 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 3=124, 4=121. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of (his 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.' Q WARNING - Verily dedpn parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE MA-7473 rev. 10 UMI6 BEFORE USE Design valid for use orgy with Mltek® connectors. (Ills design S based orgy upon parametets shown, and Is for an IndimAd ual building component. not a Was system. Bolan use. the txlMng designer must verity the arXAIc:abuly, of design poramelem and Ixoperiy, Incogxxato this design into the overall 1xBdIng design. Bracing Indicated Is to bueahng of Individual buss web and/or chard members only. Adalllonal temporary, and permanent MaCing MiTek' Ixovent is always rocp/rod fa stability and to Ixovont collafxe with poable personal IN+Y and property, damago. for general grlcMce rooarding the 6904 Parke East Blvd. ralxk:atlon. slorago, dellvoty, erection and hxrrchng of trusses and Inm systems. soc-ANSI/fPl I Quality Criteric, OSS-89 and SCSI Building Component Tampa. FL 33610SafetyInformationovallablefromtrimPlateInstitute. 218 N. Leo Street. Sulle 312. Alexandria. VA 22314. Job ruse Truss Type Oty, ply Tt2633733 T80315 Fot Floor t 1 Job Reference (optional) Budders FUatSource. Tampa. Plard Cdy. Flonde 33566 r.oau s Aug 7 o 20i 7 Wu .k mausmas, mc, r, w— vi 10:0637CakNCJUSySDiOmCDdnyd 11 m-VCO?(VVCl4mIPnNV aCXLIOmpNK6BOROK 1 SXPtpyOJdE 0-1.6 H 114-0 02 I 3 1.3-0 Scale = 1:33.4 1.50 II 1.5x3 = 30 = 3x4 = 3x6 FP= 30 = 1.5x3 II 1.Sx3 11 5x6 = 3x4 = 3x4 = Sx6 II 1 2 3 4 5 6 7 a 9 10 1112 13 26 WIAA i , 4 PINA, IT141, 6\1 WA , Md. I.Sx3 = 3x6 FP= Sx6 II 3x6 FP= 6x8 = LOADING (psi) 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 Incr NO Code FBC2014/TPI2007 CSI. TC 0.98 BC 0.29 WB 0.71 Matrix) DEFL. in Ven(LL) -0.02 Ven(Q -0.05 HOr2(TL) -0.01 loc) Well L/d 16 >999 360 16 >999 240 13 n/a rVa PLATES GRIP MT20 244/190 Weight' 133lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except I I.13: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 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 9-4-0 except (jt=length) 13=0.3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3). 23=756(LC 3), 21=905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4.5=0/363, 5-6=0/973, 6-7=0/973, 7-8-0/973, 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, 15-18=0/1703 WEBS 12-15=-355/0, 13.15=0/1494, 2-25=-385/0, 2-24=-634/0, 3-24— 537/0. 3-23=-758/0, 5-23=-291/237, 5-21-931/0, 6-21=-304/0, 10.15=-966/0, 9-18=-1255/0, 8.18=0/1332, 8-20=-1803/0 NOTES- (8) 1) Unbalanced floor live bads 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)'Semi-rigid pitchbreaks with fixed heels' Member end flxtty model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131' X X) 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.' LOAD CASE(S) Standard 1) Dead Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 14.25=-10, 1-13=-320 O WARNWG - Verily dodyn Param ws and READ NOTES ON THIS AND WCLUDED MIrEK REFERANCE PAGE 11,1I14473 rev. 1402MIS BEFORE USE Deslgl valld lot use only vAlh MIIek9 connector. IMa Ueskllt is lased only upon lxnamelers 9town, and fs lor an hdlvklual txdc tg component. I a hum system. Before use, the building designer must verily the ogtlica lily of design paramolom and properly hcorprxato tilt design Into the ovelall building design. Brochg Indicated Is to prevent bucldi ng of IrdN ctu al truss web and/or chord members only. Additional temporary and permanent tracing M iTe k' is always tocprtred for stability and to prevent collapse vAth possible personal Injury oral progeny damage. for gerletal Ontldonce togardlntg the kttxlcollorx storage. delivery. election araf lxacina of Inrssos arat Ism systems, su0ANSI//PI I Cuatlty Criteria, OSS-69 and 6C51 BuildIN Component 6904 Parke East Blvd. Safety Information ovalktAo from truss Rae Institute. 218 N. lee Street. SuAle 312. Alexanado. VA 22314. Tampa. FL 33610 Job russ Truss Type Qty ply T12633734 T803iS F02 FLOOR 1 f Job Reference (optional) aueaers Hrataource. T ampa, rrem terry, r.Qmo saaoo 0.1.8 H 111-4-0 1 Sx3 11 1.5x3 = 1.Sx3 = 1 2 3 4 23 22 10:0837CakNCJU5yS01OmCDdnyd 11 m•zOaOsrWgU0u01 wKrBv JaGRI?2kHou? 1 TG6HyEfy0Jd0 I.Sx3 II 5 6 24 C--f— Scale = 1:33.3 3x6 11 3x6 11 25 8 9 10 11 I.Sx3 II 3x6 = I.Sx3 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Ven(LL) -0.18 18-19 >756 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Ven(fL) -0.28 18-19 >483 240 BCLL 0.0 Rep Stress Incr YES W B 0.29 Horz(fL) 0.03 13 rVa rVa BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 104 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puritns, except BOT CHORD 20 SP No.I (flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. All bearings 0.7.4 except Qt=length) 11=0.3-0, 16=0.4-0, 14=0.4-0. lb) - Max Uplift All uplift 100lb or less at joint(s) 11 Max Grav 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. Comp./Max. Ten. - All forces 250 (lb) 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=0/1414, 18-19=0/1642, 17-18=0/1426, 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=-380/0, 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 3x4 MT20 unless otherwise Indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 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.' AL WARNWG . Verily dodyn panunetent and READ NOTES ON THIS AND WCLUDED AYMK REFERANCE PAGE A147472 tev. IWVAI6 BEFORE USE Design valid lot use only Ah Mllek® connectors. this design R txaed only upon parameters Yawn, a cl is la an I WMdtal bulc9rp component. not a buss system. Before use. the lxOdnp designer must verify the appkxtbAlty of dEeskln pxncnnelors and properly Incogxxato this design Into the overall txidng design. Bracing Indicated Is to prevent lxtcalng of Individual Inrss web and/or Chad membets only. Adc0flo nad temp diary and ponnanenl bracing WOW It always required lot statAlty and to prevent collapse wtth possible personal "art Ixolxrty, damage. for general guidance regardhg the 6904 Parks East 81vd. latmicatkrn. slotago. delivery, otection and tracing of trusses and Inns systems. sooANSI/IPI I Quality Criteria, OSO.89 and SCSI Building Component Tempe. FL 33610SafetyInformationovalic"o horn truce Ptato InstlMe. 218 N Lee Street. StAto 312. Alexandria. VA 22314. Job rugs TrUSS Type tY ty T12633735 TB031 S F02A Floor 1 1 Job Reference tional ousaam rss wum, anyu, rv.m .ur, rwmw. uuavv 0.1.8 H 1_ 1.50 II 1.Sx3 = 1.Sx3 = 1 2 3 22 21 ID:O&37CakNCJUSySOrOmCDdnydl tm-Rb8m48WTFrOHe4vvidapoerAw8d7dSDdVmOVmhyDJIIC 1.9-4 1.50 II 5 6 3x6 II 3x6 II 23 7 24 8 9 10 11 Scale = 1:33.3 t.Sx3 11 3x6 = t.Sx3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Ven(LL) -0.18 17-18 >770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(rL) -0.28 17-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 11 IVA rJa BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 104 lb FT = 20°bF, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No. I(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. All bearings 0-4.0 except Qt=length) 11=0-3.0, 20=0-7-4. Qb) - Max Grav All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (lb) - Max. CompJMax. 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— 956/0, 7-23=-956/0 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=0/287 WEBS 11.13=0/285, 2-20=-942/0, 2.19=0/619, 3-19=-601/0, 4-17=-315/0, 8.14=-272/0, 7-14=-741/0, 7.15=0/528, 6-15— 875/0, 6.16=0259 NOTES- (7) 1) Unbalanced floor live loads have been considered for (his design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3)'Semi-rigid pltchbreaks 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') nalls. S(rongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code WARNING - VaAIy daditn Parametwe and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MI74T3 rev, la WMIS BEFORE USE. Design valkl lot use only with Mllek® connectors. thisdesign Is bused 0111y upon paramelers shown. onld Is tot an Incllvtdual bulcift component. rat a him systom. Below use, the building designer must verity Iteppt aloaidu ly ofdesignIxometerscardIxopedy Incotpotato this design Into the overall binding design. Bracing Indicated Is to provanl bmkling of Individual fruss web and/a Chord members only. Adcfllonal lemWary and! permanent bracing MiTek' is always ( egWocifor skd)llly and to rxevenl collalxn with lwss011e petsonal k" and properly damage For gonotal guidance rega<Mg the klbrkotbn, storage, delivery. erection <W broclrlg of Inures and tnm systems sooANSIM11 Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovcJlaMo from buss Rate Institute. 218 N. too Street. Stdte 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ ruts ype ty ply T12633736 T80315 F03 floor 9 1 JobReference(optional) tsunaers FastJGurce. r ampa. —, ny. —... afro.. a ....d .. ... ___ -.....- -. --.. . _o_ . I0: 0&37CakNCJUSySDiOmCOdtrydl tm-Rb8m48WTFi0He4widapOerF_810dNedVmOVmhyDJdC 0. 1.8 H 11 1-9-4 3 1 I. Sx3 11 1. Sx3 = 1. Sx3 = 4x6 = 1.Sx3 11 3x6 II 4x6 II 1 2 3 4 5 6 7 8 9 10 11 22 21 Scale a 1 33.3 4x6 = 1.Sx3 11 4x6 = 1.5x3 11 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 Incr YES Code FBC2014/TPI2007 CSI. TC 0.59 BC 0.82 WB 0.59 Matrix) DEFL. In (loc) Well Ud Vert( LL) -0.18 17-18 >999 360 Ven( TL) -0.26 17-18 >825 240 Horz( TL) -0.02 11 n/a We PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20%F, 110' E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 11=1000/0-3-0, 20=1000/0.7-4 FORCES. ( Ib) - Max. CompJMax. 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, 6.7-2732J0, 7-8=-2039/0, 8-9-840/0, 9-10=-832/0, 10. 11=-840/0 BOT CHORD 19-20=0/859, 18-19--012084, 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— 1280/0, 2-19=0/956, 3-19= 915/0, 3.18=0/539, 4-18= 511/0, 4-17=-85/519, 8-13_ 104810, 8- 14=0/757, 7-14-722/0, 7-15=0/430, 6-15=-513/24 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 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 slrongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verb dedyn psrmtetms and READ NOTES ON T1US AND INCLUDED NREK REFERANCE PAGE 1149-7473 rev. 14WMIS BEFORE USF- Oe* p vdld lot 1Re only With Mllek®corawctots. This desW Is based ordy upon lmramolers shovm. and is Io an indlvkAtat b-AcR g component not a fruss system. Before use. the txlldtlg doslgrwr mtnf verily the agllk:atAlly of <losign padsnelers <nd IxolxMy Incorporote tills doslon into the overdl Wading IrKlkated Is to buckling of IrK11vlUrtd truss web are/of chord members only. AUditlond lemporary and pef mcnwnt Ixacfrlg MiTe k• lxltdrtUdesign. provent 6 always ropttlred fa sld11111y are to Ixovent collal)so with posgAe t)ersoncd kllrey axl Ixoporly damaoe. for genial guldalco rogadirlg the 6904 Parke East Blvd. k0loollmstorage. delivery. erection ciml lxacing of Irtmes <frxf Inns syslems, sooANSVIPI I Quality Criteria, DSE-89 and SCSI 9ullding Component Terrpa. fL 33610 SafetyInformationavcktAefrombussPlateIns11Me. 218 N lee Street. Sulte 312. AloxarKhto. VA 22314. Job cuss Truss Type 0ry Ply Tt2633737 7803iS F04 Floor Girder 1 t Job Reference (optional) Budder* FiruSource. Tempo, Plom Cdy. Florida 33666 0.1.8 H 1_ 1.50 II 11.50 = 1.Sx3 = 4x6 = 23 22 1.5x3 II 7 640 s Aug 16 2017 IATek Industries. Inc. Fri Dec 01 14:46:Se 2017 Page 1 I D:0837CakNCJUSySDiOmCDdnyd 11 m-vni8HXX50')88GEUSGL52LsOKwYyLMm_mkOm3J8yDJdS tl Scale = 1:33 3 4x6 11 3x6 II 5x6 II 8 24 9 10 11 T 4x6 = 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.Sx3 II 1.Sx3 SP= LOADING (psi) SPACING- 2.0.0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Ven(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(rL) -0.34 15.16 >645 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.84 Horz(rL) -0.02 11 n/a nta BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 108 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llal) TOP CHORD Structural wood sheathing directly applied or 4.6-8 oc; puffins, except BOT CHORD 2x4 SP No.2(Ilal) 'Except' end verticals. 12-18: 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 11=1377/0-3-8, 21=109310-7.4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) 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— 2860/0, 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=013181. 16.17=0/3477, 15.16=0/3477, 14-15=0/3295, 13-14=012388 WEBS 11-13=0/ 1 758,2-21— 1406/0, 2-20=0/1082, 3-20_ 1033/0, 3-19---W651, 4.19=-654/0, 4-17=0/712, 5-17=-303/0, 9-13=-1736/0, 9-14=0/705, 7.14=-664/0, 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 pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 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/selecllon 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=1.00 Uniform Loads (pit) Vert: 12-21=-10, 1-11=-100 Concentrated Loads (lb) Vert: 24=•469(B) Q WARNING - Verity dedgn parametans and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE A07473 rev. 144M15 BEFORE USE Design vdkl for use orgy v4m Mltek® Connectors. If11s deskin is txned orgy upon rararnelers *flown, acid Is for on inclMdUal bukllrp component, not a tars system. Beloto use. the IxA dho deslgnot must verity the c4rxlocd111ty of cluslgn lxaaneters and Ixotx ly Wotpotole this design Into the overall txgdkV design, aachg Incilcaled Is to txovent buctdtrlg of trldMdual truss web and/or chord members orgy. AWIIorld Iorn"aryand petmenenf LxaCIng MOW Is always required for slotAlty and to Ixevent coliclim wllh lesslUe noisowd "Ay aril Ixolxrty damage. For general g0clalce legating the fatxlcailm storage. ck4lvery, erection curia Ixacing of trusses and truss systems. soaANSI/IPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke Cost Blvd Safety Information ova c"o from fruss Hate Institute. 218 N. Lee Street. Sulle 312. AloxcincM. VA 22314. Tampa. FL 33610 o rites rues Type ry Tt2633738 T803t5 JFos Floc 1 1 Job Reference tional ISM LLT L InA..,riu Ins CA Dec 01 14 4618 2017 PnnA 1SwidersFusiSouice. unwa. mini wy. r,u„au ja uw ........N.....-.-.. .........._. ... .. ._____.. __ ID:0837CakNCJU5ySDiOmCDdnydl l m-vnSHXXSO?88GEUSGL52LSOMGY?2MsxmkOm3J8yDJdB 0.1.8 H 1 1 1.11-0 Q4-otT 1 Style = 1:26.3 1.Sx3 II 1 Sx3 = 1.5x3 = 30 = 30 = 30 = 1Sx3 II 1.Sx3 II 4x6 = 3x6 II 4x6 II 1 2 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 = 30 = 44 = 4x6 = 15x3 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (hoc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Ven(LL) -0.19 14-15 >887 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Ven(rL) -0.29 14-15 >588 240 BCLL 0.0 Rep Stress Incr YES W B 0.46 Horz(rL) 0.03 10 We We BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) 'Except' TOP CHORD 8-10: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.t(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 10=78810-3.8, 17=788/0-7-4 FORCES. (lb) - Max. CompJMax. 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-e=-653/0, 8-9=-660/0, 9-10= 653/0 BOT CHORD 16.17=0/667, 15-16=0/1529, 14-15=0/1840, 13-14=0/1673, 12-13=0/1139 WEBS 10-12=0/959, 2-17= 994/0, 2-16_-0/670, 3-16=-647/0, 3.15=0/290, 4.14— 361/132, 7-12=-724/0, 7.13=0/846, 6.13= 444/0 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 2-2-0 oc pudIns, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of (his truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) 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 - VOAry ded9n Pararrtoters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M1167479 rov. 10.411=16 BEFORE USE. Design VOW for use only with Mllok® connectors. Rtk design k txsse d only urm paamolers shown. and Is fol on kndlvkktal building component, not o truss system. Beloto use. Iho txlkJfrtg C$erWtxr must verity the gnlwlcotAlty of deslgt txaametors arxi IxoPony tcaporoto it* doslpn Into the ovotall txldtng design, 9achU mdlCofed is Io Ixevent txicaing of htdNkk0 bass web oral/a chord members only. Acklillon l lemporary and permahonl txocfng WOW Is always roq*od lot statlllty and to Ixevent collgne with Iio personal "and Ixopeny clanoge. For goneral guidance regarding axe fabricallm slorcge. dallvury, eracflon and bractrV of tnrAm and InmsVsfems. saaANSI/TPII Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd SWOV Information ovollalxe horn Iusss Plate Institute. 218 N. lee Sheol. Su lto 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T12633739 Tamil F06 Floc 1 t Job Reference (optional) turners t-usmoulce. larrpa• MM may, rrwraa aaaoo 0.1-a 11 —4 — I.Sx3 II 11.50 = I.Sx3 = 1 2 17 16 3 ID,0837CakNCJU5ySDiOrnCDdnyd11m-NzGWVtYlr 1G?u03Hp2cHu3wVVxNciLy 4VcrayDJdA 2.1.12 1.Sx3 II 4 5 6 Slae = t:25.7 I.5x3 II 1.Sx3 = 7 a 1.5x3 II 3x6 = 14.10.12 14.10.12 Plate Offsets (X Y)-- 16:0-1-8 EdOel 112.0-I.8 Edae1 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Ven(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 Incr YES WB 0.34 Horz(TL) 0.03 9 rVa n/a BCDL 5.0 Code FBC2014(rP12007 Matrix) Weight: 82 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. SOT 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. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/0, 3-4=-1770/0, 4.5=-1740/0, 5-6=-1740/0, 6.7=-1154/0 BOT CHORD 14-15=0/679, 13-14=0/1567, 12-13=0/1891, 1 t-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=0/310, 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 30 MT20 unless otherwise Indicated. 3)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oC and fastened to each truss with 3-10d (0.131' X 3') nails. Stiongbacks 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.' Q WARNING - Verily dedgn parrrnetan end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AIA74M rvv. IMI02015 BEFORE USE Design vatkl lot use only Win Ivltlek9 cotlrloctots. 1111s do*p Is based only Lpon grometers shown. and Is too an Individual b uIdtrg component. not a truss system. Before use. the Ixldrlg designer mttsl verify the gXXIcaWlry of design Ixaameters and ptopody Inco03orato this design Into the overall building design. Bracing Indicated Is to buckling of individual miss web and/or chord members only Additional temporary and permanloni txocUV WOWIxovont Is always toqu lied lot slabdily and to txevent collapse with possUtle personal hAay and Ixopony damage. For general gttkksae tegatdng the 6904 Parke East Blvdlabricatkxxstorage. delivery. erection and bracing of misses aria miss systems. seeANSI/FPI I CuaUty Criteria, DSB-89 and SCSI Building Component Tanpe. FL 33610SafelyInlotmaUonovaUablefrombiteNatoInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job fuss Truss Type ty T12633740 T803t5 f07 Float Girder 1 t Job Reference Lionel Suddets Fe61Souree. range. Plant City. Florida 33566 r.wu a Aug to zur r rw i ex muuwnea. Inc. Fn 0— vv i 4.o-ae cv i i F.W. , ID:OS37CakNCJUSySD1OmCDdrlyd 11 m•NzGW VtYlrJG?u03Hp2cHuf3wgJxRLSOgwy4VcrayDJdA 1.4.0 30 = I.0 1 30 1! 2 3 30 = 4 30 II Scale = 1:10.0 3x6 = 3x6 = 3.7.15 Plate Offsets (XY)-- 11 •Edae 0.1.81 12:0-1.8 Edgel 13.0-1.8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.01 7-8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Ven(TL) 0.02 7-8 999 240 BCLL 0.0 Rep Stress Incr NO W B 0.17 Horz(TL) 0.00 5 We We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 27 lb Fr = 2M*F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2((lat) TOP CHORD BOT CHORD 2x4 SP No.2(flal) WEBS 2x4 SP No.3((lat) BOT CHORD REACTIONS. (Ib/size) 8=569/Mechanical, 5=494/0-3-8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5.6=0/539 WEBS 2-8=-708/0, 3.5=-708/0 Structural wood sheathing directly applied or 3-7-15 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X X) 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) Veil: "= 10, 14=100 Concentrated Loads (lb) Van: 2=-688 Q WARNWO • Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PACE Ma7473 rev. I&M-2016 BEFORE USE. DosI j1 vald refuse ordy vAth MIIek® corvre kxs. This deslgrt Is bused orgy upon paamelers shlo axl Is lot an Individual! bLddhg Component. ral a tauss system Before use, the bulldho deslpriet mist vedfV the applkalN.ty of doslgn pararnolers and ixop only lncorpot.to this design Into the over.., bx®dklg design. 9racing hxAcated Is to bucMlrlg of lndWtral tits web aril/or chard members orgy. AddllloW temporary aril ponncnenl btacN MiTe k• Ixeveni Is always recpAred for stability and to txovenl coll43se vAlh possible personal Inluay aril proporly damage. For general guldance regarclrQ me 6204 Parke East Blvd. fatxk:allon. slorage. de,lveM election aril txocing of frames cnd truss systems. seeANSI/TPI I Quality Criteria. OSR-89 and IICSI lulldlny Component Tampa. fL 33610SafetyInformationavcAWxograntrussRatehstltute. 218 N. Lee Street. Su lle 312. Alexarxld¢ VA 22314. Job Truss Truss Type Qty Ply 712633741 T80316 F08 GABLE t t Job Reference(optional) taunaere rustaeurce, ierrpa, rwm .ny, rnanan a,oo 0Ne w w w rr r E11 R-x 10:0837CakNCJUSySOtOmCDdnyd 11 m•rAqut02LYcOsVYeTNm7WOHTuALygt338kF9N0y0Jd9 0(a Scale = 1:25 5 7 8 9 10 11 20 19 to 17 16 12 13 30 Q 29 Is 14 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.08 Ven(LL) rVa n/a 999 MT20 244/190 TCDL 10.0 Lumber OOL 1.00 BC 0.01 Ven(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horl(TL) 0.00 14 n/a rVa BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight: 76lb FT = 206SF, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15.6-8. Ib) - Max Grav All reactions 2501b or less at )olnt(s) 26, 14, 25. 24, 23, 22, 21, 20, 19, 18. 17, 16. 15 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1 Od (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.' Q WARNWO - VaAry dodgn pwanafers and READ NOTES ON THIS AND WCLUOED AMEX REFERANCE PAGE A&7473 rev. Ia&IMIS BEFORE USE Design Wld for use oNy wllh Mllolc® connoclors. Ms design Is based only upon paanolers Mown. and Is for an Individual butldhng Component. not a huss system. Before use, the Ixdldhng doslUrv-4 must vedN the alAAlcoi 41ty of design lxvamoters aril pwnody Incorlxnroto Ms design Into the overnll Ixadng design. Brach Indicated Is to IxtcldkV of hWNklual was web and/ot chord members only. Additional temporary and permarmt Ixacing MiTek' o pxovent Is always toclulrod lot slablllly and to rxovenl Collgno with possible ly-monal Inpsy and ptopedy damage. For gonetal guidance regarding the 6904 Parks East Blvd. kVxk;c tlon. storage. d0very. erecllon and txoclrlg of louses arxl Inns systems see-ANSIMI Quality Criteria, OSS-89 and SCSI Building Component Taftpa. FL 33610SafetyInformationavalloblefromtrussRateInstitute. 216 N. Lee Sleet. Su lle 312. Alexandria. VA 2231 A. Job ssTruss ype ty ply Tt2633742 T80315 1:0-9 Flm 5 t Job Reference (optional) ounaere rasiaouru, rorrpa, rmm may. r•wim aaaoo —V •o • • v. ID:0837CakNCJUSySDiOmCDdnydl ln,rAquiDZLYcOsVYeTNm7WOHTIgLeggo638kF9NOyDJd9 0.1-8 H 11— 1 1i 1.8 Ia - 1:26.9 I.SX3 II 1.5K3 II 1.Sx3 = 1 Sx3 = 1.Sx3 = 1.SK3 II 1.5x3 II t.Sx3 = 1 2 3 4 21 5 6 7 8 9 20 19 LOADING (psi) 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 Incr YES Code FBC2014/TP12007 CSI. TC 0.82 BC 0.97 WB 0.35 Matrix) DEFL. in (loc) Well Ud Ven(LL) -0.16 12-13 >999 360 Ven(rL) -0.25 12-13 >740 240 Horz(TL) 0.04 10 n/a rVa PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilal) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 2-2-0 oc bracing: 12.13. REACTIONS. (lb/size) 16=834/0.7-4, 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— 1979/0, 5-21=-1979/0, 5.6— 1979/0, 6-7=-1868/0, 7.8_ 1189/0 BOT CHORD 15.16=Of7l3, 14-15=0/1636, 13.14--WI979, 12-13=0d2038, 11-12=0/1649, 10-11=0/709 WEBS 2-16=-1062/0, 2-15=0/709, 3.15_ 702/0, 3-14-0/648, 4.14=-342/0, 8-10— 1056/0, 8.11=0/734, 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 fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verity dedpn parametwe and READ NOTES ON THIS AND INCLUDED MMEN REFERANCE PAGE r1-7473 mv. fMMAIS BEFORE USE Doslgrn vcW la use only Win Mllok® connectors. Ids design Is txned only upon pofarnaters sh w and Is for an fr idktldoal bolding component not a hrm system. Boforo use, the tx0<2ng designer must verily the alxlllcalAlly of design Ixtramelers and pxop edy lncapxxote this design Into the overall txAdhg design. Bating Indicated h to buckling of Individual inks web and/or chard members only. Additional fempxxary and pelf nanonl txacmg WOWrxevenl h always reyWted lof skAAlly and to pxovenl collalxo vAlh posg)le personal k"y aW Ixoterty damage for gonotal guldatce tegaaalng the 6904 Parka East Blvd. kdxkxrllon. stotogo, dalNery. erection and txocing of trusses and truss systems, sceANSI/IPI I Quality Criteria, OSS-89 and BCSI Building Component Taupe, FL 33610SafetyInformationavailablefromtrussRatefrilule. 218 N. boo Streel. Sulto 312. Alexandria. VA 22314. Job Truss Truss Type ty Tt2633743 TBOWS F10 Floor 4 t Job Reference (optional) oumers nrwr ounce, i am pa. —, ay, —... a.>,00 0.1.8 H 1i 18 17 1.5x3 II 1.SX3 = 1.50 = 1 2 10:0837CakNCJUSySOiOmCOdrtydllm-JMOGLzJwWl7tOgxTelzUOuel?hZFYCOO-jvSyDJdS 1 9.121 . a8-0i 1. Sx3 11 1.Sx3 11 3 4 5 6 V ie = 1:26.3 1. Sx3 II 1. 54 = 8 9 IJS I 15 14 13 12 11 lam! 3x6 = 15. 2.12 15. 2.12 Plate Offsets (XY)-- 113.0-1.8 Edge]. 114.0.1-8 Edael LOADING ( psi) SPACING- 2.0.0 CSI. OEFL. in loc) Udell Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Ven(LL) -0.15 12.13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(TL) -0.22 12.13 >822 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0.04 10 rVa n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 85lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 2- 2-0 oc bracing: 12-13. REACTIONS. ( lb/size) 10=814/0-3-8, 16=820/0-7.4 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1154/0, 3.4=-1920/0, 4-5=-1920/0, 5.6=-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=0/1627, 10-11=01723 WEBS 2-16— 1044/ 0, 2-15_=0/693, 3.15=-681/0, 3-14=0/616, 4.14— 328/0, 8-10=-1050/0, 8.11=0/708, 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) 'Semi-tigld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. S(rongbacks 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.' Q WARNING - Verily dedlin Parereetera and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE AID-7473 rev. 1402,201S BEFORE USE Design valkl for use orgy Win Mllok® conreclors. 9ls design 6loaed orgy upon (Wamoters shown. and Is for con Indlyiduel txllding component. not a buss system. Before too, the Ix/ldlng deslgwr must vodty the aprAlcabllty of design palcrnelets and pxopedy hcortotato this design Into the overall Ixdlding design. Bracing Indcated Is to budding of Individual Inrst web and/or chard memlxtrs orgy. Additional tomIxxory and pormanenl txadno WOW pxevenl is always rec"tod br statlllty and to Ixevenl cotlgxse with possible Personal Yµay and txopeny dalnoge. Tax general grldaeo regarding the 6904 Parke East Blvd. fabticalkm, storage. delfvery, etactlonandIxacktgofInmesandtrusssystems. uxANSI/IPI I Quality Criteria, OS8.89 and 8CSI au" Component Tampa. FL 33610 Safety Infotmatlon avtllable fromtrussRateinstlMo. 218 N. too Sheet. Salle 312, AloxoWda. VA 22314. OIT:USS russ ype ty T12633744 T80315 F1 FloorGlydu t 1 Job Reference Clonal eullaars HISIAOu1Ce. I aapa, rural ay, rlanaa —.. 0.1.8 H 11-- -dam - 1 812 1 v+v ...ry ,v may........ ...........o.. ... ... .. . ... . .. . . ID:0837CakNCJUSySDiOmCOdrryd11m-JMOG.;i-sY Wl7'.b elzU0r61_g20NC00' -' y6Jd8 OU8 Sale = 1:26.3 1.5x3 II 1.5X3 = I.Sx3 II I.Sx3 = 3x6 = 3x6 = I.Sx3 II I.Sx3 II 3x4 = 30 = 06 = 1.Sx3 = 1 2 3 4 5 6 7 a 9 w l w w www Mrs1 &N, iI &N w w It 30 = 3x6 = 3x4 = 3x4 = 3x4 = 016 = 3x6 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) t1defl Ud PLATES GRIP TCLL 40.0 Plate Gdp DOL 1.00 TC 0.96 Ven(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Ven(rL) -0.27 12.13 >672 240 BCLL 0.0 Rep Stress Incr NO W B 0.48 Horz(rL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 85lb FT=209SF, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4.6 oC puffins, except BOT CHORD 2x4 SP No. 1(flat) end venicafs. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/slze) 10=1039/0-3-8, 16=906/0.7.4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1299/0, 3.4— 2274/0, 4-5=-2274/0, 5-6=-2274/0, 6.7=-2358/0, 7-8=-1590/0 BOT CHORD 15.16=0/777, 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= eO7/0, 3-14=0/805, 4.14= 419/0, 8-10=-1358/0, 8.11=0/1001, 7.11= 974/0, 6-13= 539/0, 5-13— 20/330 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rlgld 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-" oc and fastened to each truss with 3.10d (0.131- X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3-4 on top chord. The desigrl/selaction of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (8). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Von: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7=-311(B) Q WARNING - Verify dedgn /ammeters and READ NOTES ON THIS AND INCLUDED dd/TEK REFERANCE PAGE MO.7473 rev. 160"IS BEFORE USE. Design valid lot use only wllh Ml lek®COMUCIors. ft cleslgn Is tXised only upon paaneters shown. and Is for On IrlUlvldlral txrildhng Comrwrenl. rot o hues sysiern. Befoto use. the 1x"ig deslgrot must verify the c"Alc tAlly of design "Cuneters and popery Incorporato this design Into the overall Ixadng design. Bracing Indicated Is to rxevont buckling of hndlvkdulal Inns web and/ot chord mainbers only. Addliornat tempotory, and pertnanent bxocing MiTek' B o1woys teq*od for stability and to prevenl eollorm with possible petsona kyuy and properly damage. For gelnoral guidance regarding the laxkballom stofogo. ddivesy. aeretion cnCd txoeing of titres and Inm systoms. sm-ANSI/IPI I Quality Criteria. DSIi-69 and BCSI Building Component 6904 Parke East Blvd Safety Information avolotAo horn Tom Pluto Institute. 218 N.'Loo Street. Suite 312. Adoxaxdria. VA 22314. Tampa. FL 33610 Job I ruse truss type oty ply T12633745 T803t5 F12 Floor t 1 Job Reference (optional) 7 16 0.1.8 H 1 1 ID:0837CakNCJUsyS6T( mCOdrlydl1m•nYxl7vab4EealrosV89_ViY3b9061ioMe2kGSvyDJd7 1•90 01 -" i A1.4 0 Seale = 1: 9.9 I.5x3 II 1.5x3 = 1.5x3 = 3z4 = 3x4 = 1.5x3 II 1.5x3 II 4x6 = 3x6 II 3x6 II 1 2 3 4 5 6 7 8 9 30 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Ven(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(rL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 rVa We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 67lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except SOT CHORD 20 SP No.2(flal) end venicafs. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 9=596/0-3-8, 15=596tO.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6.7=-483/0, 7-8=-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 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 3-1Od (0.13V X X) nails. S(rongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of lop 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.' WARNING • Verily dedyn parwwtwt and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE AW473 rev. M03M16 9EFORE USE Design valid rot tse only, wlm Mllek®conrectofs. thisdesign Is based only unon Iwranelers shown, aril Is for an Individual building component. ref a ktoIx tas system. Beforee. the 6dng designer must verily the g4AICablilh ax o1 design pam0101sandIxoPOdyIna cpotato this designInto the over,.. txadlrg design Bruchg Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent txockug M iTek' prevent is alwaysto" od for stability and to povent collapse with possible personal hlury arxl Ixoporly damage. ror Dental oddalce regarding the 6904 Parke East Blvd falxkallm storage, delNery, otecxon and Ixachg or trusses and trtm systems scoANSI/IPI I Quality Crileria, OSS-89 and SCSI Sulldlnp Component Tampa. FL 33610 Safety Information ovallablehomtrimPlatoInstitute. 218 N. Lee Street. Su lle 312. Alexandria. VA 22314. Job runs Truss Type Qty ply T12633746 T803i SI F t 3 Floor Gitder 1 1 Job Reference (optional) Builders FrrstSovrce. Tampa. Plant City. Florida 33566 7.640 s Aug 15 2017 PATok Irductrles. me. ru uac 01 14:47.02 2017 rays 1 10:0837CakNCJU5yS0iOmCOdnyd 11 m-nYxt7vab4EealrosVB9_VIY8t9W?IIOMe2kGSvy0Jd7 1.4-0 3x4 :61.3 1 30 II 2 3 30 = 4 30 II Seale = 1:10.0 3x6 = 3x6 = 3-5-3 3.5-3 Plate Offsets (X Y)-- ll:Edge 0-1.81 12:0.1-8 Edael 13:0-1-S.Edctel LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Ven(LL) -0.00 7.8 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.21 Ven(TL) -0.01 7-8 >999 240 8CLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 5 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 26 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3.5-3 oc punins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb(slze) 8=437/Mechanical, 5=412/0.3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) 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=-546/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girders) for truss to truss connections. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (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) Van: 5-8=-10, 1-4=-100 Concentrated Loads (Ib) Van: 2_ 496 Q WARNING. Vadly design parametort and READ NOTES ON TMS AND INCLUDED MREK REFERANCE PAGE 4i67473 rov. I&MIM1S BEFORE USE Doslgl valid for the only troth MlleW connoctors. Ms deslgl h Ixaed ordy upon Ixaameters sown. and Is got an "VICl oll rxAtling canponent, nol a frtm syslo4 n. Belete tao, to Ix/lcling dosigner mull vedry, the c4)NlccfiAlty of design Ixuarnolers cxxt propody trncogxxato Ittb cluslgn trnto to ovetcdl tx/lc&V doslgn. 9octrng trndlcated h to buckling or InclWt d Inns web and/ot cord members only. Additional temporary and permanent txoctrng WOWIxevenl Is sways toclubod for s1ab01ty, and to ptoveni collgne wtlh pozIble pmsarwl k*iry and property dunage. For goneral guidance toguuyrQ tie 6204 Parke East Blvd. fabrlcatlort storage, delfvery. erocilon axl brachtg of flumes and truss syslems soeANSVTPI I Cw01y Cdleda, DSB-89 and SCSI lu0ding Component Tampa. FL 33610SafetyInformationavailablefromhumPlotoInstitute. 218 N. too Street. Sullo 312. Alexarxlda. VA 22314. Job • ruse Truss Type ry T12633747 T80315 1":4 Floot 5 t Job Reference (optional) 0.1.8 H 1-4-0 1 5 4 ID:0837CakNCJU5yS0i0mCOdrryd i t m-GkV 1 KEbOrXnRM?N22uh02v5Go2ftK 1 BXVttTq_Ly0Jd6 e = 1:19.6 t.Sx3 11 1.Sx3 I II,Sx3 = I. = 1 Sx3 11 1.54 = 1 2 3 4 5 6 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Gdp DOL 1.00 TC 0.63 Ven(LL) 0.11 11.12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) 0.15 11.12 866 240 BCLL 0.0 Rep Stress Incr YES WS 0.24 Horz(rL) 0.02 8 rVa We BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(Ilat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb(size) 8=603/0.3.8, 13=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/0, 3.4=-1046/0, 4-5=-1046/0, 5.6— 834/0 BOT CHORD 12.13-0/512, 11-12--WI039, 10-11=0/1046, 9.10=0/1046, 8-9=0/503 WEBS 2.13=-763/0.2-12=0/439, 3-12=-367/0, 6-8=-729/0, 6.9=0/506, 5-9=-536/0 16 3x6 = PLATES GRIP MT20 244/190 Weight: 65 lb FT = 20%F, I I%E Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered lot this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) -Semi-dgid 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.' tD WARNING - Vedly d*d9n Parometera and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MI7473 rev. 18WMIS BEFORE USE Design vdid tot use only vArh MI Iek®connectots. Ihfs design Is tamed only ulxxn patdanoters shown. and Is for an Individual l "ding cornt"*nf. not a buss system. fefoto use. the IxAdtng designer mtal vudty the cytlAkdlElty of design lxnrnnefers and lxotx;dy Incaxlletato this design Into the ovetdl btnalng design Orwing Irldk:ated Is to prevent Ixrckllng of IndMdual truss WOU and/Of chord members only. Additional lernWary and permanenl Utocing WOW It always tegUred lot stability and to Ixevent coltoi)se with poss@ble personal "and Ixopedy damoge. Fot general gtldo nco regard irQ the fatxicalkxn. storage. delivery, oroctiorn and txd cIng of maws and Inns systems seeANSVWI I Quality Cdtedo. DSB-69 am SCSI 9u9dmg Component 6904 Parka East Blvd - Safety Information ovdldVo Dorn truss Rate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Job runs runs ype ry, ply Tt2633748 TB03iS F16 fIOM 10 1 Job Reference (optional) uutraerst-rrtaaource, rempa, M. tarry, rW= aa aoo 0-t-8 H 1-4-0 7 p6 ID:0837CakNCJU5ySDiOmCDdwrlyd11n1-Gk71KE;6;zn M?N22uh62v5EB21F19?V6Tq-LyDJd6 1-9-4 o 0-8.00 43.8 1.3-0 Scale = 1a9.9 1.50 II 1.5x3 = 1.Sx3 = 3x4 = 30 = 1.5x3 II ISO If 4x6 = 3x6 II 3x6 II 1 2 3 4 5 6 7 8 9 3x4 = LOADING(pst) 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 Incr YES Code FBC2014/TPI2007 CSI. TC 0.73 8C 0.60 WB 0.34 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.08 13-14 >999 360 Ven(TL) -0.12 13-14 >999 240 HOrz(TL) 0.02 9 rVa IVA PLATES GRIP MT20 244/190 Weight: 67 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 9=597/0-3.8, 15=597/0.7.4 FORCES. (lb) - Max. Comp./Max. 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=-485/0, 7-8=-493/0, 8-9=-485/0 BOT CHORD 14-15=0/500, 13.14=0/1008, 12.13=0/1003, 11-12=0/805 WEBS 9.11=01713, 2-15=-745/0, 2-14=01422, 3.14=-355/0, 6.11=-477/0, 6-12=0/554, 5.12=-388/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 slrongbacks, 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.' Q WARNING- VMlly deelpn pa uneten and READ NOTES ON TM AND INCLUDED MJlEK REFERANCE PAGE 6f0.7479 rev. I411,0Yl016 BEFORE USE Design VtlkJ for use only vA81 Mltek® connoctors. Ms design Is based only upon pQameters anown. and is lot an Irvdivicktd txddbV corponent. not a film systot n Bolao too, the txdcbV designot mttsl verity, the applicabllty, of design Iwramolon and txopetly lincort>Noto Ink design Into the ovotall Ixddbng Bracho Indicated is to txtcklfrng of Individual Inns web and/or chord members only. Additional Iernpotaay, and potrnanent txaci ngdesign. ptovont is always tecptlted lot skstAlly and to txevonl collapso with posslAe personal 1rNey and txoporty damage. for gonerol gttldance fegaadng me kttxk:atlon. storage, dadlvory. eteclkxn and txockng of Intsscs and Inns systems, so eANSI/rP1I Quality Criteria, DSB-89 and SCSI SuBding Component M iTek' 6904 Parke East Blvd. Safety Information available from Russ Plata Institute. 218 N. too Stioet. Stlto 312. Alexandria. VA 22314. Tonga. fl 33610 Job ruse Truss Type ty T12633749 Terms F16 Floc 1 t Job Reference (optional) Bufraara FustsourCC Tempo, mom cay. Ftoa00:ds6fi ,._ _9 io Nr, m ew rrrausniw,. r, vac ..,w,..,.y, 10:0837CakNCJU5ySDiQMCOdnyd1 l m-kx3PYacscrvl_9xfcbCSb7dSay5HmYOf6MON W nyDJdS 0.141 H 14.0 1-e4 o-e-0 i .38 le=1:19.9 1.54 II 1.50 = 1.5x3 = 30 = 4x6 = 1.50 II 4x6 = 30 = 1 2 3 4 5 3x4 = 6 7 4 P 30 = US = 06 = 4x6 = O4-0 e-2.4 11.1-4 1,14- fMNI 7.10.4 I 2.11-0 Plate Offsets (X Y)-- 15:0-1.8 Edae) 17:0.1.8.Edael.18:Edoe.O-1.81, f11:0.1.8.Edae1 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.06 10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) 0.12 10 547 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horl(fL) 0.03 8 We n/a BCOL 5.0 Code FBC2014/TP12007 Matrix) Weight: 64Ib FT=2MtF,11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP M 31(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qtdength) 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 joint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7). 8=1897(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/0, 3-4=.2457/0, 4-5=-2457/0, 5-6=-2206/0 BOT CHORD 12.13=0/738, 11-12=0/1864, 10-11=0/2457, 9-10=0/2457, 8-9=0/1578 WEBS 2-13=-1099/0, 2.12— 629/108, 3-12=-2093/0, 3.11=0/1231, 4-11=-723(0, 5-9=-568/0, 5.10_ 267/0, 6-8= 2296/0, 6-9=0P960 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 128 lb uplift at joint 11. 4) Load case(s) 1, 2, 3, 4, 5, 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 fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 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 Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13_ 10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8.13_ 10, 1-7=-450 3) 1 st 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 conanuea on vage z Q WARNWO - Vorr/y dadpn Parrtnafan and READ NOTES ON "M AND WcLUOEO WMK REFERANCE PAGE N9.74" mv. 14412Mt6 BEFORE USE. Design valid lot use only wpm MlleM connectors. Ihls desig n is txisad only upon parameters stwwn. and Is for an Individual lxAdkng component. i a tttm system. Before we. the txlldkV designer mast verily the appllcatAlly of design parameters and property Warpotate Mils design Into the ovordl MAding design. Bracing Indicated is to bucldN of Indlvatrd Inca web and/or cWd members only Addlional lempotay aril permanent bracing M iTek' proven Is always iegtlrodl (of stability and to prevent collapse with poss9xe pefsoral 6Urlry and properly damage. rot gonotal gtddanco regarding the 6904 Parka East BNdfabricalbn, storage. delivery, erection and bracing of trusses and truss systems, woANSI/IPl I Quality Critorla, OSS-89 and SCSI Building Component Tarrpa. FL 33610SafetyIrdormationavailablefromBaasPlateInstitute. 218 N. Lee Street. Srllo 312. Alexandria. VA 22314. Job runs Truss Type y T12633749 T80316 f 16 FIM 1 1 Job Reference (optional) BulMfers FUSISOUICe. Tampa, Plaid City. Flaaa 33566 LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13— 10, 1-4-188, 4-7=-450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) 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) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13-10, 1.5-450, 5-7-188 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 (pit) Vert: 8-13-10, 1-5-450, 5-7=-188 10) 41h chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van:8-13=-10, 1-7=-450 1.04V5/WOla GV11M11ex IrgV F1W.— Frii—vi 14V/V1GV1I Q G ID:0837CakNCJU5yS0iOmCDdrydIIm-Ia3PYascrvl BxfcbCSb7dSay5HmYOf6MaNINnyDJd5 Q WARNING - Vadly dedpn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M9.7473 rev. I&DIMIS BEFORE USE. Design vaikl for use only with Mllek6 corureolas. Ihbs design Is b cned orgy upon pmornelers shown. and Is tot on Indlvkkrai Wilding component. not wtalasssystem. Beloto use, the Ixglceng designer must verify the al;llcabllty of dealgn rolameters and property Incorporate N* design Into the overail b design. 9achg Indicaled Is to bucldhlg of IrWNkluUi truss web and/ofChard members only. Additional lempotay and p cx fnenl txcr_Ing MiTe k' tAdklg prevent Is always tegLked for stablilty and to rxevont cdtatm with IosM-le Personal Inittry and property damage. For geretat guidance rogardlng the 6904 Parke East Blvd. fabxk:atkxL slorago. delivery. election and IxocI ng of trusses and truss systems. saoANSI/IPI I Quality Crifedo. DS11-69 and SCSI 8ullding Component Tampo. FL 33610SafetyIMotmationavailablefromtrussPlateInstitute. 218 N. Lee Street. Strife 312. Nexandria. VA 22314. Job Truss Truss Type 0 iy Y 712633760 T803t5 FGi Flat Girder 1 2 Job Reference(optional) nuuaen raerDWrce, mega, rwm —Y, rrw,aa i.iao0 ....-v ...,.e ... .............Wj'-......_. ... -__.,.,..__ __.. __ . ID:0837CakNCJU5ySDi0mCOdrlyd 11 nt•C7dnIwdUN919oJW RAJih7KAZRMR3VyloL7yv2Ey0Jd4 2.68 sl•e 7.6•e Pll-0 12.4e 14.11.12 1731s 20•2.2 20•tOi, 2-ile 2•SO 2•s•0 2.6.0 2.5.0 2.7.3 2.7.3 2.7.3 O&8 8%14 MT20HS = 2x4 11 2%4 It Sx8 = 2x4 II 6x12 MT20HS WB = 1 402 = 2 3 4 5 6 7 Scale = 1:36.2 3%8 = Sx12 = 2x4 II 3x4 11 8 9 10 11 22 23 _. 24 -- 25 26 - 21 Its z" 20 3u 16 it JL 13 US II 7%10 = 3%6 II 5%12 = Sx6 = 2x4 II 5%12 = 2%0 II 7x10 = 3x4 II 2x4 II 2O1" 2!-0 sl-0 18-0 P11-0 12.4•e t411.12 11 JS 20-2.2 20,446 2!-0 2•so 2 23.0 2.7a 2.7a 2.7.3 0.213— 0.6-0 Plate Offsets (XY)-- 16.0-5-9 Edael 110.0-3-8 0-1-81 114:0-5-0 0.4-41 119:0-3.12 0-2-01.120:0.4.8.0.1.81.121:0-4-8.0-3.81 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.81 Vert(LL) 0.14 19-20 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.23 19-20 626 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(fL) 0.02 16 rVa n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 238lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except' BOT CHORD 1-21,3-21,3-19,5-19,5.16,8-16,8-14,10.14: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 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 Grav22=3459(LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-22= 2916/120, 1-2=-7146/209, 2-3— 7146/209.3-4=-7903/229, 4-5_ 7903/229, 5-6= 202/7132, 6.7= 202f7132, 7-8=-202f7132, 8-9=-3096/60, 9-10=-3096/60, 10.11_ 321/7, 11-12=-338/2 BOT CHORD 22-23= 17/393, 21-23=-17/393, 21-24=-296/10113, 20-24=-296/10113, 20-25=-296/10113, 25-26=-296/10113, 19-26=-296/10113, 19.27=-48/1407, 18.27=-48/1407, 18-28=-48/1407, 17-28=-48/1407, 17-29=-48/1407, 29-30=-48/1407, 16-30=-48/1407, 16-31=-672/29, 31-32=-672/29, 15-32=-672/29, 15-33=-672/29, 33.34= 672/29, 14-34=-672/29, 14-35=-7/321, 13-35=-7/321, 12-13=-7/321 WEBS 1-21=-20717269, 3.21=-3231/95, 3-20=0/2090, 3-19=-2406f73, 5.19=-197/7074, 5-17=-14/1006, 5-16=-9297f272, 7.16=-519/96, 8-16— 6959/186, 8-15=-11/1198, 8-14_ 96/4059, 10-14-57/2990, 10.13=-863/91 Structural wood sheathing directly applied or 5-7-12 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6-0-0 oc bracing: 15-16,14.15. NOTES- (14) 1) 2-ply truss to be connected together with I Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4.0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh SCDL=5.Opsf; h=251t; Cat. 11; Exp C; End., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding 5) All plates are MT20 plates unless otherwise indicated. Continued on Dane 2 Q WARNWD - Veri/y design paranterats and READ NOTES ON na AND WCLUDED MREK REFERANCE PAGE 6111-7473 rev. fa630201S BEFORE USE Design vaikt for use Orly vdth Meek® con nectors. Inls design Is txased only upon paameters Mown. and Is 1a an Individual tAddlnQ component. not a firm msysto. Before use, the txAdng designer must verity the apolcalAlly of design Ixtramofers and laoperiy Incorpotato ihh design Into the avoid. txOding design. bracing indicated Is to 1Nevent buclding of I n ilvkfuai Isla web and/of chord members orgy. Addtlonai tornporary and pertrlanent txocing MiTe k' 6 aiways iegrliod lot stalAlty and to lxovent collapse Win p oss0le Misoral alhay and pxop ody damage. for general guidance regadrlg the fatx1calkm. storage. delivery. erection and bracing of Irtmos and Irtm systems. seeANSifnnI Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N lee Street. Saite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty P y 712633760 T80315 FGt flat Glider t 2 Jab Reference(optional) eunderarestsource,tempo. rtomLAY. rrouaaJaaeu ID: 0837CakNCJU5ySDiOmCDdnydIIm-C7dnIwdUN919cJWRAJih7KAZRMR3VyloL?ya2EyDJd4 NOTES- ( 14) 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left: #5 Dead + 0. 6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead +0.6 MWFRS Wind (Neg. Internal) Right: #8 Dead + 0.6 MWFRS Wind Pos. internal) 1 st Parallel; #9 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; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Root Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Root Uve (bat.) + 0.75(0.6 MWFRS Wind ( Neg. Int) 1st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) WARNING: Required bearing size at joint(s) 16 greater than Input bearing size. 10) Provide metal plate or equivalent at beadng(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this (russ. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 86 lb up at 18-8-13 on bottom chord. The design/ selection of such connection device(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 (Ib) Van: 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) Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MtrEK REFERANCE PAGE M0-74n rev. 1=12016 BEFORE USE Design valid lot use only vAth Mllek® CWM-rkXs. Inls design S basod only upon poralneters shown. and Is to; an Individual building component. not a truss system. Before use, the building doslgner must verify Iho appllca bldty of design parameters and properly IneuWacito 0% design Into fro overall building design. Bracing lrxWated Is to preyont t=lding or Individual truss web aid/or chord members only. Additional temporary and permanent tracing M iTe k' is always regtlred lot stability and to piovent collapse wilh possible personal IInMY and property daltago. For general guklance regarding One Ic" IcarbrL siorago, delivery, orocflon and Tracing of frusses and frrsssyslorns. soeANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Itdormatlan available hot truss Plate Insllluto. 218 N. Leo Strool, Stlte 312. Alexandria. VA 22314. Tampa. FL 33610 o cuss A cuss ype ty 712633751 T8031S Diagonal Hp Girder t t Job Reference (optional) nuvaersrsaaource.rmrga. ramt,ny,rronasn oo . + y,vcv,,,..,.,,,v,.*,,.o.,,, S, ., yv ID:0837CakNCJUSySDiOmCDdrryd 11 m•gJ89zGd67S90ET5dk0EwgYlo9mopEVPy2ltUbgy0Jd3 6-1.9 9.10.1 t St-9 11 4-8-7 I40 2x4 = cxa tt 4 30 = Scale - 1:22.3 6 5-1.3 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) 0.04 5.6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Ven(rL) 0.11 5-6 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.43 HOrz(TL) 0.02 4 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=445/0-4-3, 3=170/Mechanical, 4=380/Mechanical Max Horz 1=147(LC 22) Max Upliftl=-96(LC 4), 3- 108(LC 4), 4- 107(LC 4) FORCES. (lb) - Max. CompJMax. 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 1-10= 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 Structural wood sheathing directly applied or 5.11-15 oc pudins. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0ps1; h=25fl; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed lot a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load at 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit 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. e)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 98lb up at 1-4.15, 21 lb down and 17 lb up at 1.4.15, 60lb down and 64 lb up at 4.2.15, 44 lb down and 47lb up at 4-2.15, and 100 lb down and 117 lb up at 7-0-14, and 95 lb down and 110 lb up at 7.0.14 on top chord, and at 1-4-15, at 1.4.15, 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 designtselection 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 (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) Veil: 1-3=-70, 1-4= 20 Concentrated Loads (lb) Ven: 7=42(B) 8=-2(F) 9=-131(F=-72, B=-59) l l=-0(F) 12=-40(F=-20, B=-20) O WARNING - Verily design paronwars and READ NOTES ON rNis AND INCLUDED MrrEK REFERANCE GAGE A®-7479 rev. I&MOI6 BEFORE USE Design valid for use only Win Mnok®conneclors. thisdesign is lxacd only upon I.,aaneters Yawn. aril Is lot an Indlvldttal b(Ading compxnent, not a firm system. Before use. Ina Ix"ding designer must verify the alxxlcalAlfy, of design Ixualnolets and Ixoperty I ncog)oxato this design Into the over,." building design. Bracing Inalcalod Is to prevent budding of Individual trim web and/ot chord members only. Adclflonal lemrwtary and permanent bracing WOW h always rogUred for sea Alty and to Ixovenl eollaizo wllh possible personal fyuy and Ixopetry danogo. For general guidance regardrq the 6904 Parke East Blvd labricallon, storage, delivery, erecllon and! Ixockng of trusses and frusssyslerns. soeANSV1PII Quality Criteria, OSS-89 and SCSI Building Component Tampa, i. 33610 SafetyIMamatlonavallabtefromIftmRateInstitute. 218 N. Lee Street, StA10 312. Alexandria. VA 22314. Job I fuss Truss Type oty ply T12633762 T80315 H78 Diagonal Hp Girder 1 1 Job Reference (optional) tsueders I-ustsouroe. Ianpe, rtanl cey. r•tonaa aaaoo . y , __.. . _e_ . ID:0837CakNCJUSySDiOmCOdnyd l l m-gJB9zGd67S90ETSdkOEwgYlpMmopEVMy2fiUbgyDJd3 1•S-0 5.3-15 9.10.1 1.5-0 5-3.15 46-1 Scale = 1:21.1 3x4 = 5-3.15 46.1 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 V@ff(fL) 0.12 6-7 984 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 5 rVa Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=158/Mechanical, 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.8=-1051/218, 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, 3.6=•1043/310 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (&second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=2511; Cal. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope); 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 thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity 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 lb down and 110 lb up at 1-4-15, 78lb down and 110lb up at 1-4-15, 42 lb down and 38lb up at 4.2.15, 42 lb down and 38 lb up at 4.2-15, and 86lb down and 90 lb up at 7-0-14, and 86lb down and 90lb 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 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, 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: 1-4=-70, 2-5=-20 Concentrated Loads (Ib) Ven: 8=94(F=47, B=47) 10=-97(F=-49, B=-49) 13=-36(F=-18, 8=-18) Q WARNING . VeAry design Parameter and READ NOTES ON THIS,AND INCLUDED AITTEK REFERANCE PAGE MIF7472 rev. 1613601S BEFORE USE Design vtlkt lot use ordy vAlh Mmek® connectors. Itds <lasig n Is hasecl only upon rxaarnetem sfwwn. and h la an Individual buldng component. not a trrsssystem. Beloto use. the tx/ldng de-Aglwt roust verity tho apiAlcabllly of doslgn Ixtrameters and Iropeny hCaporato M design Into the overall building design. bating Indicated is to prevent O uddIng of In lvkkal truss web and/or chord members orgy Addttonal lempotalr and permanent tracing WOW is always regUrod lot stability and to pevent colla ne with poss9xe personal trytry and polorty damage. For general guidance tegardng the latltic< lio n. sloago. dcllvery. erocllon and tracing of trusses and Inuss systems, sacANSI/tPl l Quality Criteria, OSS-89 and ICSI Bul ilrng Component 6904 Pltke East Blvd. ' Safety IMortnatlon available kam truss Plate Institute. 218 N. Leo Street. Suite 312. Alexandria. VA 22314. Taupe, FL 33610 Job Truss Truss Type oty ply n2s33753 780315 Hit Jack•bpen 4 1 Job Reference(optional) veneers rirnsourca. r ampa, mom r:ay, rtaraa staoo a •w •— — -• •- - ID:0837CakNCJU5ySDtOmCOdnyd l l m-BW IYAcekumHsrdggHkl9CIF 1wADSz215oJR 176yDJd2 1.5.0 _ 0.10.9 1.5-0 0-10.9 Scale = 1:6.1 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) 0.00 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Ven(TL) 0.00 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) 0.00 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=228/0-4-9, 4=-51/Mechanical Max Horz 2=50(LC 8) Max Uplift2=-167(LC 8), 4=-51(LC 1) Max Grav2=228(LC 1), 4=52(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 3x6 = loc) Well Ud PLATES GRIP 2 >999 240 MT20 244/190 2 >999 180 n/a rVa Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 0.10-9 oc puffins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10: VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. If: Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone;C-C for members and forces 8 MW FRS 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 lot a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" 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 167 lb uplift at joint 2 and 51 lb uplift at joint 4. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) '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.' Q WARNWO - Vadfy dodgn pournetan and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M47473 rev. raGMIS BEFORE USE. Desilp valkl for lno orgy vAlh Mllek®conneclors. this closlgn Is bored orgy ulxm "ainelem sflowrl, and Is let an Individual building component. not a fnas syslom. 9efoto rise. the Ix/ldhlg destgnet mist verily the applicability of duKlgn 1mrcanoters ( W Ixopedy Incaporalo tM doslpn Info the overall txAding ®acing trlC9cated Is to txrckWlp of lndMdtral Inns web and/of chard members orgy. A<klllorlal temporary and permanent btacing MiTek' cic9gn. Bxovenl is always reed lot stability and to Ixeveni cdtg)ee with Iwa6lle personal hiray and Ixoporly damage. for general grfidalco fogadtrlg the 6804 Park* East Blvd.Icdxlcolkxt storage, deMery. ereellon and bracing of truslos oW truss systems. seeANSI/IPI I Quality Criteria, OSB-&9 and &CSI Building Component Tarfpa. FL 33610SafetyInformationavailablehornbussPlateinstitute. 218 N. too Street. Sull a 312. AloxaWdo. VA 22314. ruse Truss Type Nply Tt2633754 ob 80315 HJ7 Diagonal Hp Girder 5 l Job Reference(optional) Budder$ FK ISaarCe. Tango. Yram Gay, Halide 33566 y i6 cv. • ^ v — ,a. , • , • , • r 10:0837CakNCJUSySDiOmCDdrlydl tm-8WIYAcekumHsrdggHkl9CIFziABAzyf5oJR178y0JIf2 1-s-0 5.1.9 9.10.1 1 s-0 5-1-9 -- 441-7 Scale a 1:22.4 a 0 ch 3x4 = ca. rr a 30 = 5.1.9 1 441-7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.04 6.7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Ven(TL) 0.11 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.39 Horz(rL) 0.01 5 n/a rlla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechantcal Max Horz2=176(LC 4) Max Up11114— I IO(LC 4), 2=-148(LC 4), 5=-89(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=-278f756, 11.12= 278f/56, 7-12=-278f/56, 7-13=-278f/56.6-13=-278f756 WEBS 3-7=0/292, 3.6— 821/301 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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.Opsl 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 110 lb uplift at joint 4, 148 lb uplift at joint 2 and 89 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 74 lb down and 104 lb up at 1-4-15 74 lb down and 104 lb up at 1-4-15, 44 lb down and 47 lb up at 4-2-15. 44 lb down and 47 lb up at 4-2-15. and 95lb down and 110lb up at 7-0.14, and 95 lb down and 110lb 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 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: 1-4=-70, 2.5=-20 Concentrated Loads (lb) Ven: 8=89(F=45, B=45) 10=-118(F=-59, B=-59) 13=-39(F— 20, B=-20) 0 WARNING - Ver1/y dedgn paramefors and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M067473 rev. IWMMIS BEFORE USE Design valid for use orgy with MI Iele®conneclas. IIYs dWAP is based orgy upon p310rwtors shown. alai fs la m ht6t4d ual bxRdirlg component, not a truss system. Before use, the txuding designer rntat verify the dfolcaz111N of design patarnelers and prrrpedy Incefporoto lhk design into the overall building design. BrockV Indicated Is to prevent bucidino of Individual trim web and/or chard members orgy. Additional temporary and penllanont bracing MiTek' It always iegJred tot slublilty and to prevent celkltso with possible personal InMay and ixopeny damage For gonetal guidance tegdadhtg ttte fabrlCalion, storage, delivery. erection and brocing of tnmasond truss systems soeANSUIPII Quality Criteria. DSB-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Information avrnalxo horn truss Plate butllute. 218 N. too Street. SJIe 312. Alexandria. VA 22314. Tampa. FL 33610 Job TruSS type oty ply 712633755 J:Flfr,,e T803f S Tot 1. r.SS Haft Hip Girdor t t optional) uueaws t-rrelbourca, rampo, plant cay, rrarwo J7aab r.b u. -9 rb—r iwres nwusm.a, lac. rr v r• v. c r y. . ID:0837CakNCJUSySOiOrnCDdrtyd 11 m-cWwOyIMf4PjTmFOrRGPlzoAxaR_NNE t zBbfZyDJd 1 3-10-14 7-0-0 106-4 _ 14.4-0 14.9-0 3-10.14 3.1.2 36-4 3.9-12 0-4 06 = 30 = Scale = 1:26.4 US = 3x4 = 3x8 = — — 34 II 7-0-0 106.4 _ 14-4-0 14 7-0-0 31-4 3.9.12 4 Plate Offsets (XY)-- 18:0.3.8.0.1-81 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.07 2-9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Ven(TL) 0.22 2-9 760 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(fL) 0.04 7 n/a n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 71 lb FT = 20"S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=1327/0.4-0, 2=1115/0-8-0 Max Horz 2= 11 9(LC 19) Max Upl1lt7=-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, 3-4=-2182/541, 4-10= 2054/531, 5-10— 2054/531, 5.11=-1626/436, 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=0/364, 5-9=-128/523, 5-8=-847/351, 6-8=-505/1879 Structural wood sheathing directly applied or 3.7-1 oc puriins, except end verticals. Rigid telling directly applied or 7.3.15 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph,. TCDL=4.2psf-. BCDL=5.Opsf; h=251t; Cat. II; Exp C: End., GCpt=0.18; MW FRS (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 pst 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 350 lb uplift at joint 7 and 333 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end Iixity 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 126 lb up at 7-0.0, 135 lb down and 125lb up at 9.0-12, and 135 lb down and 125lb up at 11-0.12. and 135 lb down and 125lb up at 13.0-12 on top chord, and 374 lb down and 83 lb up at 7-". 87 lb down at 9.0.12, and 87 lb down at 1 1.0-12, 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 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 Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-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(8) 15=-63(B) 0 WARNING - VaANy daafyn parameters and READ NOTES ON THIS AND WCLUDED MREK REFERANCE PAGE MD-7472 rev. 1411031015 BEFORE USE Design vclkl fa use only Win MI109 connectors. this design E txaod orgy upon rxaametefs sfavm, and Is for do trtlMdlKl btAding CotnI)o ernl. not a Urn system. aekxe toe, the txdk* g cleslgnot mist verity the glpOcdMlly of design pcir melon caxl prorxxly Iraorpaate this Cfeslgn Into the overall building design. Bracing Indicated Is to txovent rAtcaing of Individual truss web and/or crnord members only. AddltlonCl lemlwrary acl pennci rent Ixacing MOW ' Is always faCRhed for sto"Ity, and to prevent collgne with I>ossSNe 1>orsoncill May and rxoperty damage. For geriefol guidance regardftng Ina 6904 Parke East Blvd. k9xlaallon, storage, dellvery. erection and Ixocing of trusses dad truss systems, soeANSVIPI I Ctuaft Criteria, OSS-89 and SCSI Sullding Component Toftps. FL 33610SafetyInformationovallablenomhuesPlateInstitute. 218 N. lee Street. Stlto 312. Alexarddo. VA 22314. Job runs Truss Type Qty ply T12633756 T80315 T02 Hari Hip 1 1 Job Reference (optional) Bvdders FlratSW(C1. Tanya, Fiord Gay, Florida 33566 r o4u a Aug io zur i m i ax rnausrnaa, inc. ra &ec yr r4:4 rur zv r r Fogs i ID:0837CakNCJUSySDiOmCOdrnydllm•4utlblpONXaSwgCP9oelALLkzn3Rt4OFdw8B?y0JdO 1-0-0 4.10.14 9.0.0 14.4-0 lA84, 1-0-0 4.10.14 4.1.2 5-4-0 0-4-0 4x6 = Scale a 1:26.2 3x4 = 1i Us = 3x8 = 2x4 11 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 Incr YES Code FBC2014/TPl2007 CSI. TC 0.41 BC 0.70 WB 0.30 Matrix) DEFL. in Ven(LL) -0.14 Ven(TL) -0.38 Horz(rL) 0.02 loc) Well Ud 2.7 >999 240 2-7 >440 180 6 n/a n1a PLATES GRIP MT20 244/190 Weight: 69lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.9.14 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0.4 oc bracing. REACTIONS. (Ib/size) 6=619/0.4.0, 2=721/0-8-0 Max Horz2=147(LC 8) Max Up1iit6=-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=-706/352, 5.10— 706/352, 5-6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7=-468/356, 5.7=-388/791 NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDI-=S.Opsf; h=25f1: Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Intedor(1) 2.0.0 to 9.0.0. Extedor(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-" wide will lit 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 6 and 225 Ib uplift at joint 2. 6)'Semi-rigid pllchbreaks with fixed heels' Member end llxiry 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.' Q WARNING • Vedry dodge parameters and READ NOTES ON TIOS AND INCLUDED MREX REFERANCE PAGE A07473 rev. 100113=16 BEFORE USE. D 09M valid lot use only vAth Mllok®eonneclors. Iris design 6 used only upon poramolors stwwn. and Is for Cn Rldlvkhu l bidding component. not a Russ systom. Before uso. Iho lxdkgng deslprom must verily Iho cgalxkalillly, of design pmorneters and properly Incoq)cdole M design Into Iho overall building design. Bfocing Indicated Is to budding of RndMtlual truss web and/or chord members only. AC"IWxsf lemporary and permanent txoctrng MiTek' prevent is always iegJred for sloAlly old to prevent collalxo vnlh lwsslble personal triply and property damage. For general guidance regading the 6904 Parka East Blvd. lalrlcatlon, sloroge. delivery, erection and tracing of trusses aKl miss systems. soeANSVIPl1 Owilly Criteria, DS849 and SCSI 9uUng Component Torn o, FL 33610SolelyInformationovdlallleRomtrimPlateInstitute. 218 N. too Street. Sulle 312. Alexandria. VA 22314 Job Truss Truss Type oty pry Tt2633757 T803t5 T03 Common 4 1 Job Reference tonal Bulders FrrSiSOutee. Tango. Pant Gny. Honda 33566 / O1V A.V w cv, i m, .k i ;.. — 4". .,, ID:0837CakNCJU5ySDiOmCDdnydl1m-4utlblg_QNXaSwgCP9oelALLlzp?RutEO dwBB?yDJdO 1-0-0 5.7.4 10.8-0 15-8-12 21.4-0 1-0-0 5.7.4 5012 5-0-12 5.7.4 Scale = 1:38.3 06 = 30 = 30 = 3x4 = 30 = 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.21 6.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.20 Horz(rL) 0.05 6 We We BCDL 10.0 Code FSC2014/TPI2007 Matrix) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.2.15 oc puffins. SOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/slze) 6=927/0.8.0, 2=1026/0-8-0 Max Horz2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - 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_ 1385/582, 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=-214/898, 7-8= 214/898, 6-7=-456/1342 WEBS 4.7=-193/522, 5-7=-339/267, 4-9_ 182/505, 3-9=-331/264 NOTES- (7) 1) Unbalanced roof live loads have been considered lot this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2.0-0, Intedor(1) 2-0.0 to 10-8-0, Exterior(2) 10-8.0 to 13-8-0 zone,C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' RNWG • ysAry dodpin parmreren and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE MD-74TJ rov. IG WMIS BEFORE USE Design valid for use only with Mllek9 cornectas this design Is txmd orgy upon liaramotets shown. and Is la an Individual buiding comporlonl, nor a burst system. Bolote use, IW 1xfidhg designer must verify the C44AICalNIIy of design lxtranwtors and pxopxxly Incorporate thisclesign Into the ovordl hulldklg design. Bracing Indicated is to prevent budding of Indivklual Inns web and/or chord members only. Ack lllawl lemtxxey and pormcmnt 1.xocblg MiTek* Is always required tot stallBlty end to pxevent collapse Win poslxe personal Inkay and lxop erly datnogo. Fa general guidance regadng the latxicatbrt stotago. delivery, erection and Mactng of fnrsses and lam systems. u"NSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka East Blvd. Solely Information avallbele from It= Rate institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Type Qty ply Tf2633758 T80315 T04 Common 1 f Job Reference (optional) tsuedeta "Stbource. f ampa. rram uKy, mono S.fOoo I v.v • V , • • ^",.^ I ... '• ••. • •• "• i "• • _ _ • • • _._ ID:0837CakNCJUSySDrOmCDdnyd 11 m-YSOgpehdBMRr4POzsJtgOtX2N9QAL 1 XUHghkRyDJd? 1-0-0 S-7.4 10.8-0 15.8.12 21.4.0 22.4-0 1.0-0 i 5.7-4 5-0-12 50.12 5.7.4 Scale = 1:38.5 4K6 = Ig 30 = 30 = 30 = 3x4 = jxe — 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 Incr YES Code FBC2014/TPI2007 CS1. TC 0.37 BC 0.56 WB 0.19 Matrix) DEFL. In Ven(LL) -0.06 Vert(rL) -0.20 HOrz(TL) 0.05 loc) Udell Ud 2-10 >999 240 2-10 >999,- 180 6 We n/a PLATES GRIP MT20 244/190 Weight: 98 It) FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1023/0.8-0, 6=1023ro-8.0 Max Harz2=98(LC 11) Max UplIIt2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1578/565, 3.11=-1503/579, 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=-182/892, 6-8=-421/1323 WEBS 4-8=-185/506, 5.8-331263, 4-10=-186/506, 3-10=-331263 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=25f1; Cat. 11; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerlor(2) -1.0-0 to 2-0-0, Intedor(1) 2.0.0 to 10-8.0, Extedor(2) 10-8.0 to 13-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other five loads. 4) ' 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 2-0-0 wide will lit 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 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' WARNWO - Vetlly dedyn pwametwe and READ NOTES ON TNIS AND INCLUDED MI EK REFERANCE PAGE M117473 rov. raSMOIS BEFORE USE. De*p vclld feu use only wpm MllekOConnDClofS. This design S txwd only Upon p arafreters Mown. and Is lot an Individual banding component, ref wtahusssystem. Before use. the IndkffinQ dusignot must verily the applicability of design pxxanoters and property Incogpotato this design into The ov... b utaling design. 9rcici ng Indicated Is to ptovent budding of Individual truss web and/or chard members only. Addllonal larnpxxaay and permanent txcr-W Q WOW is always fecp4od lot stablillyand to prevent collapse wllh posslblo personal IryW and pfopony danage. For general gu/daae regadkng the kdxleatbn slokpe. delivery, eroclkxn and bxaci na of Kisses and Truss systems seeAHSI/rR I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety IMottnatlon avcOable kom truss Nate Institute. 218 N. Lee Sttdot. Suite 312. Alexandria. VA 22314 Ton", FL 33610 Job Truss Truss Type ty T12633759 7803t5 T04A Common Gvder 1 t Job Reference (optional) BUlldert 1'1181SOUI , Taripa, plant Gay. HIOMO 33555 i.e.. a Aug o e i i an, ek muu-i.., me rn - vo , i ,I.W. , ID:0837CakNCJUSySDiOmCDdnydllm•1H_20_hFy?nIKE bWag6NbOhOnW5vm9fgxPFGtyDJd_ 1-04 5.7•4 108-0 _ 15-S 2 21.4-0 , 22.4O r 14 5.74 5612 5.0.12 5.7-4 - 1-0-0 Scale - 1:39.1 4x6 = g 20 11 "' - 3x8 = 2x4 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(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 ISO BCLL 0.0 ' Rep Stress Inc( NO WB 0.33 Horz(TL) 0.06 6 n/a n/a SCOL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 102 Ill FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4.0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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. CompJMax. Ten. - All forces 250 (lb) 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= 288/1335, 10.11- 288/1335, 9-10=-288/1335, 8-9=-199/1335, 8.13= 199/1335, 6-13=-199/1335 WEBS 4-9=-97/585, 5.9=-512/217, 3-9=-512/216 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUI1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=251t; Cat. 11; Exp C. End., GCpt=0.18; MW FRS (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.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 243 lb uplift at joint 2 and 243 lb uplift at joint 6. 6) 'Semi-rlgld 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 design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4- 70, 4-7=-70, 2.6_ 20 Concentrated Loads (lb) Vert: 12=38(F) 13=38(F) WARNING - VwW dedpn peramefert and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MD7473 mv. IGW12016 BEFORE USE Design vNkl lot use onty with MIIekl9 Conneclots. [M design is rased only ulm pNarneters shown. and Is for at individual rAAding component, not A truss system. Below use. 1 W ix/tring dosIgnee Inusl verily the appilcatAlly of design paarneters and propedy Wogtoato M design into the overall txAdhg design. gracing Indicated Is to betiding of Individual truss web and/ot chord members only. Addllonal lemporory and permanent Lxocing M!Tek' prevent It ohvays required for stablUlty and to revert collor o vAth pos9le personal trey and property damage. For general guldcreco tegadng the 6904 Parke East Blvd. kdwicalkxt. storage, delivery. erection and Ixockng of trusses and Iris systems soc-ANSI/IPI I Quallly Cdtefb, OSS-89 and SCSI SuUftg Component Tampa. FL 33610SafetyInformationovdic"o eon trays Plate Institute. 218 N. Lee Street. Sinter 312, Aloxoncida. VA 22314. Job Truss Truss Type IY T12633760 T8031 S T07 Haft Hip Girder 1 1 Job Reference (optional) Buklele FoslSourca. Tampa. Plant city, mum 33566 „ ... ..yo . ID:0837CakNCJ1J5ySDiOmCDdnyd I l m-VTYRDJrylv9yOIn4HLLvpzr8Bu5eGPgyb9onKyDJcz t40 3.9.4 7-0-0 10.10.7 r 1-0-0 3.9.4 3.2.12 3.10.7 3x4 = 4x6 = 3X4 = Seate: 1/2'21' US = 740 4.1 3-5-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) -0.06 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 VerI(rL) -0.13 2.7 >618 160 BCLL 0.0 ' Rep Stress Incr NO W B 0.14 Horz(rL) 0.00 6 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 6=77/0-4-15, 2=362/0-6-0, 7=1067/0.11-5 Max Horz 2=165(LC 8) Max Upl1116=-129(LC 4), 2=-70(LC 8). 7=481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1). 7=1067(LC 1) FORCES. (lb) - 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; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=5.Opsh h=25ft; Cat. 11; Exp C: Encl., GCpl=0.18: MW FRS (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 nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 6, 70 lb uplift at joint 2 and 481 lb uplift at joint 7. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sutficlent 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 CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-70, 4-5=-70, 2.6=-20 Concentrated Loads (Ib) Vert: 4=-124(B) 7=-325(B) 8=-124(B) 9=96(B) INARNINO - VOAry dodgn pararnaten and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGEAID-7473 rev. 14MMIS BEFORE USE Design vcdkf tot use onity wlm MI loM conreclors. this design S based orgy ug)on paamelers shown. aril Is for an trxllvidual bulcllrlg component. rot a lass system. Before tse. the txDdirlg designer must verify the alVicul tify of design pactrnotors and txopedy hncogxxoto M design into the oil.. building design. Bracing 1ndkAted is to prevent bucWhlg of lndWuxd truss wet) and/or child members orgy. Additional temporary and permanent txachng M!Tek' Is always tegrlred nor stalllltty and to revent collorAe with ixmUe personal hkay and property damage. For general guidance negadng the robricatlon, stotago. delivery, eroction cord btachtg or Inrssm and Inns systems. soeANSI/rPI I Quality Criteria, OSB-89 wici SCSI Building Component 6904 Parke East Blvd. Safety InformaBon ovallabto note trust Plate Institute. 218 N. Leo Street. Sidle 312. Alexartddo. VA 22314. Tampa. FL 33610 Job Truss Truss Type d T12633761 780315 T06 Hip Grrdar t t Job Reference Lionel euadan FualSouru, tempo, rmm cay, rtonao a>,aa ID:0837CakNCJUSySDiOmCOddrrrydl lm-zg6pRfiVUc10Z77ze saSOV3rb9ttNlGzAFuMKmyDJcy t-00 3.9-4 7-0-0 88.0 11.10-12 158-0 168-0 14.0 3.9.4 3.2-12 18-0 3.2.12 3.9-4 1-0-0 Scale a 1:29.5 4x6 = 4x6 = 30 i 30 = 30 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) -0.07 2-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Ven(TL) -0.20 2-10 >927 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.16 Horz(rL) 0.05 7 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1197/0.3.8, 7=1197/0-3-8 Max Horz 2=67(LC 7) Max Up11112=-552(LC 8), 7=-552(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2048/1054, 3.4=-1810/999, 4-5- 1583/920, 5-6_ 1810/999, 6.7= •2048/1055 BOT CHORD 2-10=-929/1774, 9-10=-817/1583, 7-9=-868/1774 WEBS 3-10=-2931211, 4-10=-206/425, 5-9=-207/425, 6-9=-294/211 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.0psf; h=2511; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (envelope); 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.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-" 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-tigid pilchbreaks 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 8-8-0 on top chord, and 250 lb down and 228 lb up at 7.0.0, and 250 lb down and 228 lb up at 8.7.4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 10) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-70, 4-5=-70, 5.8=-70, 2.7- 20 Concentrated Loads (Ib) Ven: 4=-196(F) 5- 196(F) 10=-229(F) 9_ 229(F) WARNING - Vedry dedgn penunaten and READ NOTES ON THIS AND INCLUDED AMEX REPERANCE PAGE Nn-7473 rev. IOg MIS BEFORE USE Design valkt for use only with Mllek®conneclots. this design S based only upon potamelers srnown, and is lot o n indivi" txAdIng component, not a firms system. Beloro tao. It* lxAdhng designer must verity, The applk;oU11N of design parcanelors end property Incorpotolo IM design into the ovotall IxAdhng design. 9achng hcHcoted Is to prevent 1xtcMing of Individual truss wob ant/or c"d members only. Addifiond alempooy and petirKmenl bracing LLMiTek* Is always regJred fot sloblilty, and to pevent Cdlgne wllh Possible personal IrtMy and property damage. rot general gu/danee regmdhng the kxxlcatbn. slaago• dolivery, erection and txacing of trusses and truss systems, so0ANSI/1PI I Cucdiry Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avc/lablo Rom Truss Rate Institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tampa. FL 33610 Job I cuss Truss Type ally ply T12633762 T803t5 T09 Common 1 1 Job Reference (optional) Buddels FifS150UtCe. Tanya. Plant City. Hance 33566 o+v s nvp w cv. • rvu ww n,uua..aa....c. . v. v. .. i .•. • yv . 10:0837CaW4CJUSySOtOmCDdnydltm-RsgBe?k7FwBtBhiACINp?E230_U?6A17PvevscyOJcx t-0-0 7.10-0 15.8.0 16.8, 100 7.10-0 7.10.0 140 Scale = 1:29.3 4x6 = 3x6 = 2x4 II 3x6 = 7.10-0 7-10.0 -- -- LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2.6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Ven(TL) 0.29 2-6 642 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.15 Horz(rL) 0.02 4 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 59 lb FT = 20%, LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=772/0-3-8, 4=772/0-3.8 Max Hotz2=-74(LC 10) Max Uplift2=-174(LC 12), 4=-174(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. 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 2.7=-994/360, 7-8=-872/368, 3.8- 844/382, 3-9=-844/382, 9.10=-872/368, 4-10=-994/360. BOT CHORD 2.6=-180/775, 4-6= 180l775 WEBS 3.6=0/384 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL--4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCp1=0.le; MW FRS (envelope) and C-C Exterior(2) -1-0.0 to 2.0-0. Interfor(1) 2.0-0 to 7-10.0, Exterior(2) 7-10-0 to 10.10.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 beating plate capable of withstanding 174 lb uplift at joint 2 and 174 lb uplift at joint 4. 6) 'Semi -rigid pllchbreaks 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.' Q WARNWO. Verhy daden parameters end READ NOTES ON TKIS AND INCLUDED NREK REFERANCE PAGE NIF7479 rev. 10410Q01S BEFORE USE. De*p valid for utse orgy vrim Ml lek®conrec Wm this cknW Is txtsed orgy upon paanoters shown. aid is lot m Indh4du of buldlirV Component not a huss system. Before rise. Iho lxdldtng desigm-r mttsl verify Irks ctpp11Cc0Nlty, of deslpr11xisometers ar1d property Incorporate Ihh design into the overall txt9dIng design. Bracing Indicated Is to Prevent txtCWV of Individual Ialss web and/or Chord members only. Addtkxal temporary and permanent Irachlg M PTA k• is always teed la stability and to txovonl collapse wpm possible personal fMay and property damage. For general guidance regarding Ina lobticatkrL storage. dollvery. election anti bracing of trusses cord truss systems soeANSI/tPI I Quality Criteria, OSII-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irdarmatlon ovallable from Itus Plate institute. 218 N. lee Street. Suite 312. Alexarsddo. VA 22314 Tanpa. FL 33610 Job cuss Truss Type oty ply T12633763LobReferenceTawlsT10Common3t optional) ewttorueractbowcs.tompio, rumttry,rtortaorsaoo v.vsnuyoN,,.,,e,,,,,„ee.,,,., rya I0:0837CakNCJUSySDiOmCOdnydIImRsg8e?k7FwgtBhiACMp?E23Y Ug6A17PvevsCyDJcx 1-0-0 7.10.0 15.8-0 1 0.0 I 7.10-0 I 7.10-0 Scale - 1:28.7 4x6 = 3x6 = 5 20 If 3x6 = 7.10-0 15.8-0 7.10-0 7.10.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.11 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Ven(TL) 0.31 4-5 604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(fL) 0.03 4 We n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 57lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 3-4: 2x4 SP No.1 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0.3-8 Max Horz2=77(LC 12) Max Uplift4=-145(LC 13), 2=-175(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.6=-1012/367, 6.7=-890/375, 3-7=-862/389, 3.8=-857/407, 8-9=-888/391, 4- 9=-1008/389 BOT CHORD 2-5=-227/791, 4-5=-227l791 WEBS 3-5=0/386 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25It; Cat. II: Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2.0.0, Interlor(1) 2-0.0 to 7-10-0, Extedor(2) 7.10-0 to 10-10-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five 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 -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily dedyn psrametere end READ NOTES ON TM AND INCLUDED AMK REFERANCE PAGE A07173 rev. 166MIS BEFORE USE. Design v,kl lot use only vAth MI1ek® conneclofs. this design Is based only upon parameters Mown. and IS lot an Individual tXAGVQ component rot a Was syster n. Before use. the txUNng deslpnot mtnl verily the op Acabllty of design Ixearnoters and Ixopetly hcogxaalo fft design Inlo the over," building design. Bracing Indicated Is to buclNng of fndlvkkrd truss wet) and/ot chord members only. Additional temporary and permanenl txaci ng M iTek' preventis always rogWod lot slab0"ly and to pevonl collapse with ppsdiAe personal Inftry and Ixoperty damage. for genet, guidance togardkng the k7txlCUlkrn. storage, delivery, eteclkxn and tracing of Inures OW truss systems soeANSI/IPI I Quality Criteria. OS6-89 and SCSI Building Component 6904 Parke East Blvd. Safety IntormaBon avaA,sle Dorn hum Plate Insl"Me. 218 N. Leo Street. StLo 312. Alexandria. VA 22314. Tampa. FL 33610 o ruse ruse Type y y T12633764 T00316 T1t Monopach Grdet 1 1 Job Reference (optional) Builders FuslSource. Tampa. Plant Cay. Fbnda 33566 r b4v s Aay le zvl r M t e% mausnes, inc. rn uac yr w:r r: i a zv i i Faye i ID:0837CakNCJUSySDrOmCDdnyd 11 m-v2E2sLkIODHkprHMIPu2xRbPNOoLrx?Ge2NSOfyDJCW 3.7.8 7-" 3.7.8 3.4-6 f%7 11 4x6 = . LOADING (psl) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) 0.02 1-5 999 240 TCDL 15.0 LuLumber DOL 1.25 BC 0.77 Ven(rL) 0.06 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.53 Horz(rL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb(size) 1=1319/0-3-8, 4=1303/Machanical Max Horz 1=142(LC 8) Max Upliftl=-278(LC 8). 4=-346(LC 8) FORCES. (Ib) - 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, 2.4— 1793/472 Scale = 1:22.4 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 4-1-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=5.Opsf; h=25(1; Cat. II; Exp C; Encl., GCpl-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 and 346 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 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) 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 + 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(8) 6=-673(B) 7=-673(B) Q WARNWG - Verily dedyn parmrotere end READ NOTES ON MIS AND INCLUDED WEEK REFERANCE PAGE MV-7473 rev. IQ410/2015 BEFORE USE. Design valid fa use orgy with Mliek®connectots. Iltis clesign is based only upon parameters shown. and Is for an Individual txddklg Component. not wtatrusssystem. before use, the Widina dosigrat must vedfy, the apolylcablity, of design parameters atxl pro etly Incorporate this design Into the overall lxAding design. Bracing Indicated is to buckling of Individual! truss web and/or chord members only. Addlllonal temporary and permanent tracing M!Te k' prevent 6 always recl lted lot stability and to prevent collapse with poss9xe personal Irlpry and properly damage For general guidance regarding the 6904 Parke East Blvd. lab ilcollon, slorage, dellvery, erection and txocing of tames and Inm systems, soeANSI/rPl I Quality Criteria. OS6.89 and SCSI SuOding Component Tarlpd. FL 33610SaleyInfomatlonavallabiefromtrussHateInstitute. 218 N. Lee Street. Suite 312. Nexan drla. VA 22314. rUS Truss Type ty 712633765 ob" a5 1:, Hip Girder 1 1 Job Reference tional Iwsaefe eslsource. ianQa, rmm may. rmrmo aaaoo . ..y . .. ... ..... _. _.._ _..._ __.. . 10: 0837CakNCJU5yS0iQmCDdnyd 11 m-NFox3hINnXPbO?sYJ7OH4t7W go8HazuOsD7ow5yDJcvt- 0 0 3.2 4 7.0-0 i 72.4.11 17.7.7 23-0-0 26.2.12 30-" 31-0-0i 1- 0-03.9 3.2-12 5.4.9 S•2.13 S•4-8 3.2.12 3.8.4 t-0-0 e1 0 Seale . 1:54.9 08 = 5x8 = 3x4 = 5x6 amr 4 5 16 6 17 to 7 3xa 10 = 1. 6x12 MT20HS= Sx8 = 5%6 = 3x12 MT20HS Sx8 2x4 II M 16g LOADING ( psi) 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 Ven(rL) 0.68 12-14 >523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(rL) 0.13 9 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight. 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc puriins. 4- 7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11 -11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpi 5.15, 6-11 WEBS 20 SP No.3 REACTIONS. ( Ib/size) 2=2157/0-3.8, 9=2469/0-3-8 Max Horz2=-67(LC 32) Max Uplifl2=-741(LC 5). 9=-1108(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4171/1559, 3-4-3928/1526, 4-5=-3539/1412, 5-16=-5962/2850, 6-16=-5962/2850, 6. 17_ 4141/2146, 17.18=-4141/2146, 7-18=-4142/2146, 7.8=-4594/2336, 8-9-4821/2350 BOT CHORD 2-15=-1393/3663, 14-15=-2272/5514, 13-14-2272/5514, 13-19-2272/5514, 19. 20-227215514, 12-20— 2272/5514, 12-21=-2782/5962, 21-22=-2782/5962, 11. 22-2782/5962, 9-11=-2043/4241 WEBS 4-15-550/1429, 5.15=-2426/1167, 5.14=-101/644, 5-12=-831/695, 6-12=-104/555, 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; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25f1; Cat. If: Exp C; Encl., GCpl=0.18; MW FRS (envelope): Lumber DOL=1.60 plate grip OOL=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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 2 and 1108 lb uplift at joint 9. 8) ' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to suppon 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 lb down and 366 lb up at 15-8-12, 24 lb down and 141 lb up at 16-11-4, 24 lb 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 228lb 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 I as referenced by the building code.' LOAD CASE(S) Standard Continued on Dace 2 Q WARNING • Verity dedyn Peremetere end READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE M07473 rev. faV312016 BEFORE USE De* p vdld for use only wllh Mltek®corvoctom 81s design Is basod orgy uren parameters shown. and Is ra on Individual baking component, nor a tnm system. Before use. the Ixlkhng designer must vedty the cy llcoLdlty or design paranetefs and Ixoperly Incorporate this design Into the overall IxAdkng design. ®acing kw9:oted Is to prevent bucklIng of Inun4dua tnrsl web and/or chord members orgy. Additional temporary and permanent Ixacing WOW Is always required (of stability and to prevent collcgxe wllh rossllAo personal hKey and property damage. fa general guidance regadng the k0xk: alkxL storage. delfvory. Cfectlon and txacing of lrtmos and Ines systems, soeANSI/1PI I Quality Criteria. OSS•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdk"o Dom truss Plato "fine. 218 N. Lee Street. Suito 312. Alexandria VA 22314. Tempe. FL 33610 Job russ ype N T1263376SITrussT803iSTt2HipGirder1t Job Relerence (optional) uuaaere r(Mource, tempo, rrom t.ay. aroma aa000 .. A.v .. A.. - ,,,.._••,,.+. 10:0837CakNCJU5ySDiQmC0dnyd 11 m-NFox3hINnXPbQ')sYJ7QH4f7W go8HazuQs07Ow5y0Jcv LOAD CASE(S) Standard . 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4-70, 4-7=-70, 7-10=-70, 2.9= -20 Concentrated Loads (lb) Vert: 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) Q WARNING - Vedly dedgn pammetent and READ NOTES ON THIS AND INCLUDED WMX REFERANCE PAGE NO-7472 rev. I MMIS BEFORE USE Design valid lot use only Winn KIlek® connectors. rubs design Is based only upon paanoters spawn, and Is lot an Individual building component not a hum syslern. Before use, the building dosbgnet must vedly the afXAIcellllry of design paianolot3 and rxopedy traorpototo Ihk design Into the overall trading design. ffracl ng Indicated Is to prevent bucaing at IndNkrib truss web and/a chord members only. Additional temporary and permanent txachng M iTek' is always tecplred lot stability and to rxevont cdlaine wllh posMAe personal"and property, damage. for Oonetal guidance tegadhng the 6904 Parks East Bid. fabrication. shape, delivery. erection and bracing or muses and In,= systems. sueANSI/rPI t Quality Criteria, OSbd9 and BCSI Building Component Tampa. FL 33610SalaryInformationavailableaomItt= Plate hnslluto. 218 N. Lee Sheet. SUB 312. Alexandria. VA 22314. T12633766 T80316 IT13 10:0837CakNCJU5ySDIOmCDdnydi tm rRLKH1m0YrXS29RItgxWcsghtCSrJR2Z5tsZ rl0-09-0-0 16-0-0 21.0-0 2S•2.12 30-" 31-0.0 r100 4•ti4 4.2.12 6-0-0 6.0-0 4-2.12 4-9-4 1-0-0 Scale = 1:S3.S 4K6 = 3K8 = 4x6 = 3x6 = 3x6 = 3x8 = 3x4 = 3x8 = 2x4 11 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 Incr YES Code FBC2014/TPI2007 CSI. TC 0.53 BC 0.90 WB 0.56 Matrix) DEFL. in Ven(LL) -0.17 Ven(rL) -0.51 Horz(rL) 0.13 loc) Well Ud 2-13 >999 240 2-13 >700 180 8 We nVa PLATES GRIP MT20 244/190 Weight: 150lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.3.6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1417/0-3.8, 8=1417/0-3-8 Max Horz 2=-84(LC 10) Max Uplifl2— 262(LC 12), 8=-262(LC 13) FORCES. (lb) - Max. CompJMax. 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=-1874/891, 5-16=-1874/891.6.16_ 1874/891,6-7=-2148/920,7-17=-2424/1076,8-17— 2470/1060 BOT CHORD 2-13=-865/2148. 12-13=-765/2228, 11-12=-765/2228, 10.11=-765/2228, 8.10— 872/2148 WEBS 3-13_ 334/295, 4-13=-1721602, 5-13=-540/244, 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=5.Opsf: h=25f1: Cat. 11; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25.4.11. Interior(1) 25.4.11 to 31-0-0 zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit 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 pllchbreaks 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.' Q WARNING - Verily design pammeton and READ NOTES ON TNIS AND 04CLUDED WYEK REFERANCE PAGE AIS7473 rev. IOM3/2016 BEFORE USE Design Wkl for use orgy Win NlekO corvleclofs. lrgs de*p is lxned orgy upon paaftetors sown. and is for at Individual bxsldmg cornr"Mt, not a Utter system. Betote use. Ito lxlldho deslgnet mull vedfy, to crpplicabiity of design Ixxanotefs and txopedy klcogxaato Ihls design Into to ovordl building design. Bracing IrdIcated Is to prevent IxtcMing of IndWual truss web arxt/Of chord members orgy. Addllontal lempotary, and permanent Ixacing M iTek' Is always tecluired la stability a1d to prevent cotinixe wllh txmUe pel>oncil ti1Ley and Ixoperty danoge. For gencial gt/datce tegodrtg Me kttxlcallon. storago, deflvery. erection and broclrlg of tenses and fnus syslems, seeANSI/rPI I QuaBry, CAlarla. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Saloty fNarmatlan OwAcible from trig Rafe 0lstllute. 218 N. lee Street. Sidle 312. Alexandria. VA 22314 Tafrpo. FL 33610 Job Truss Truss Type ty T12633767 T803iS T14 Hip 2 t Job Reference (optional) auddara FirstSource, tempo. rmm t:ay. rarrao a;laao ID:0837CakNCJU5yS0iOmCDdnydl lm•rRLKHImOYrXS29RItgxWcsghgCWLJU1Z5tsZTXyDJcu 10-Q 5-&4 11-0-0 19-0.0 i 24.2.12 30-0.0 31-0-0 10 5.9.4 5.2.12 84.0 5.2.12 5. O 5xS = 1617 4x6 = Scale = 1:53.5 Y 0 3x6 = 13 1e _ w 3x6 = 2x4 II 3x4 = 3x6 US = 2x4 II LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.54 Ven(LL) -0.12 10.12 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 SC 0.67 Ven(TL) -0.40 10-12 >889 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 HOt2(TL) 0.13 7 n/a rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 151 Ib FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-2.7 oc pudins. 4.5: 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.6-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-10 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 Upll112=-280(LC 12), 7=-280(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14=-2411/998, 3-15=-1972/850, 4.15=-1824/868, 4-16- 1701/854, 16.17-1701/854, 5-17-1701/854, 5.18-1825/868, 6.18=-1972/850, 6.19=-2411/998, 7-19=-2496/984 BOT CHORD 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=-73/465, 6.10=-514/300 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-", Interlor(1) 2-0.0 to 11-0-0, Exlerlor(2) 11-0-0 to 23-2.15, Intedor(1) 23-2-15 to 31-0-0 zone;C-C for members and forces 6 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 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 and 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.' Q WARNWG - yedly dodpn paremetwo and READ NOTES ON THIS AND WCLUDED Mr/EK REFERANCE PAGE a0}7479 rov. 1000"015 BEFORE USE Oedgl valid tot use only Win Mliok® connectors. Ittfs dostgn S based oruy upxxn paameters shown, and is lot an hdMdKl building component not a buss system. Before ttso, the txudng ctaslQnot mtrst vedty the al)plicalAly of design paanelem and ptopeny kncorpotato thisdesign Into the ovetdl only. Addillond temporary and pounanent backv M iTek' txddngdesignBracingIndicatedIstopreventbucklingofIndMdualtrusswebaxJ/« chotd mernt"s S always feglLed for stability and to Ixovent collapse vAlh p osMle personal Wiry and properly damage. For genial guidance rogadng the tcilxklation, storage. delivery. orocilon curd txaclrlg of Inures and Inns systems seeANSi/IPI I Quality Cdtetla, OSS-89 and SCSI Wilding Component 6004 Parke East Blvd. Safety Informatlon avauable horn truss Rate htsthuto. 218 N. Lee Shool. Sulle 312. Nexandda. VA 22314. Tanya. FL 33610 Job Trust; T rus8 Type H T12633768FReferenceT80315Tt5HIP2t Gonad audoere fI1111A0trrce. Iartpa, rmm t,ay. i,W.W aaaoo ,..._„ o....y -_. _.. ...___...__. ..._. ... ---_--- _ -- - ID:0837CakNCJU5ySDiOmCDdnyd 11 m-JdviUNnOJ8fJgJ&gYS194DgJcre2s7lKXc6?zyDJet 1 0-0 6.9.4 13.0-0 1740 23.2.12 30.0.0 31-0.0 1-0-0 6-9-4 6.2.12 4-0.0 6.2.12 6.9.4 I.0-0 SO = 4x6 = Scale = 1:53.5 Us = 13 Iz Iv a 3x6 = 2x4 II 3x4 3x8 = 2x4 II 30 = 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 Incr YES Code FBC2014frP12007 CSI. TC 0.61 BC 0.73 WB 0.70 Matrix) DEFL. In (loc) Vdefl Ud Ven(LL) -0.10 12 >999 240 Ven(TL) -0.31 12-13 >999 180 Horz(TL) 0.13 7 We We PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1417/0.3-8, 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=-24661937, 3-14= 23721955, 3-15=-1782f773, 4-15=-167Of794, 4-5=-15031793, 5-16=-167lf794, 6.16— 1783(773, 6-17=-2371/955, 7-17= 2466/936 BOT CHORD 2-13— 737/2107, 12.13=-737/2107, 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--W93 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18, MW FRS (envelope) and C-C Exlerior(2) -1.0-0 to 2-0-0, Interior(l) 2-0.0 to 13-0.0. Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-" zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 tans has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 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.' Q WARNWO • VeA/y dedgm p&mneters end READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE 1107479 tev. 10,01-2015 BEFORE USE Design valid le use only with IvYiek®conrtecles Itls deslgrl is based only upon pelamelors shown. ad B fe an individual building component, not a hue system. Below use, the lxBd g designer mist voilty, the aptWcalAlty, of deslgn pxaatletors and pIopedy Wotlordte this design Into the oveall btddrq design Bracing Indicated Is to prevent txnkltng of Individual truss web and/e chord monitors only. Add illonal lempxrary and permanent brar_h1g M iTe k' Is always toguited tot stolAlty and to prevent collapse Win posslAe personal "and ptopony damage. rot general guidance tepad ing the talxlcolkM. stotooe. delivery. eoction and tracing of Mines and truss systems. seeANSI/rPI I Quality Cdledo. OS849 and BCSI BuOding Component 6904 Parke East Blvd. Safety Information ovallaltte item puss Nate institute. 218 N. Loa Street. Suile 312. Alesadda. VA 22314. Tanpa. FL 33610 Job Truss ype ty 7803iS T16 mrunsComon 8 1 Job Reference (optional) T12633769 aumers ructsource. iarrpo. ram t,rry, rmnaa a:raoo y .9 cv. i m..+..n.v.. •.. 1—. ., .. v. v ID:0837CakNCJU5yS0iOmCDdnydllm-opT4hinG3SoAHTb7_Fz 1HIfo?AhnNhsZBL9XOyDJcs 7.9.4 15-0-0 22.2.12 30-0-0 01-0.0 1 0 0 7-9.4 7.2.12 7.2.12 7.9-4 1-0-0, 4x6 = 6.00 F12 Scale - 1:52.6 j46 3x6 = 3x5 = 30 = 06 = 3x4 = LOADING (psQ SPACING- 2-" CSI. OEFL. In (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.36 10.12 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Ven(TL) 0.71 2-12 506 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.42 Horz(fL) 0.10 8 n/a We BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0.3-8 Max Horz 2= 1 35(LC 11) Max Upli112_ 309(LC 12), 8=-309(LC 13) PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. FORCES. (Ib) - 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— 2076/819, 4.14— 1946/832, 5-14=-1941/844, 5.15_ 1941/844, 6-15= 1946/832, 6-7=-2076/820, 7-16=-2267/853, 8.16_ 2369/831 BOT CHORD 2-12=-614/2016, 12.17=-283/1326, 11-17=-283/1326, 11-18_ 283/1326, 10-18= 283/1326, 8-10=-634/2016 WEBS 5.10=-271/820, 7-10= 522/380, 5.12=-271/820, 3-12=-522/380 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0. Intedor(1) 2-0-0 to 15-0-0. Exterlor(2) 16-0-0 to 18.0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tali by 2-0.0 wide will tit between the bottom chord and any other members, with BCDL = I O.Opsf. 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) '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 - Verily deslyn peramoten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rov. IM3401S BEFORE USE Design valid got use only wilh Mllck®connacton. IMs cksigl Is unci al orgy upon parameters shown, and Is rot an hdtvkAal tAdding component, nor a kua systot n. Before tao, the IxdkSrlg dust" must verity the applicability of ckesign p atannelers arxs property Incorlwrato this design Into the overall lx/ldfrlg design. Bracing Indicated Is to imckilrlg of Indivkltral Was web arW/or chard meinbets only. Additional temporary and p ennanent txachlg MiTek' prevent 6 always recood rot stoblily and to prevent collapse wpm poslible petsorxx Infury and property dalnatgo For general g0donco tegadrlg Sa 6904 Parke East Blvd. kaxk;atbn, storage. dC4Nety. election and tracing of tenses and Inns sysleffm socANSVI'M I Quality Criteria, OSS-89 arW SCSI SuOding Component Taape, FL 33610SafetyInformationasvairabtefromtrussRateInstitute. 218 N. lee Street. St/to 312. Alexandria. VA 22314. Job ruse ype ry33ply Tt26770T80315Fuss7HIPt1 Job Reference (optional) BYrlders FUSISOUree, Tanga. Kam Gay. Honda 33556 r.onv a Aug ro ev 1 r as 1 ek mvusuna, ,nc. - v i , rvyo , 10:0837CakNCJU5ySDiOmCDdnyd 11 m•kCbg6OpW b32tXmIW 6g9SrurGcppGFA?90VgnclyOJcq t-0-0 3.9.4 1 7-0.0 11-0.14 1500 t8.11.2 23-0-0 26.2.12 30.0-0 31-0-0 1 0 0 3.9.4 12 4-0.14 3.11.2 3.11.2 4.0 14 3.2.12 3.9 4 1-0-0' 4x6 = 3x8 = 20 II 3x8 = 4x6 = GMr.—,;, Scale = 1:53.5 20 -Zt i 3 2x4 2 Sx8 = 17 22 16 23 15 14 24 13 25 12 5 — 3x8 = 20 11 4x10 MT20HS = 2x4 11 3x8 = 3xa = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.36 14 >985 240 MT20 244/190 TCDL 15.0 Lumber OOL 1.25 BC 0.99 Ven(TL) -0.81 14-16 >441 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(fL) 0.26 10 We n/a BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 160lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.9-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2406/0.4.0, 10=2648/0.4-0 Max Horz 2=67(LC 7) Max Uplii12=-1060(LC 8), 10=-926(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4571/2118, 3-4=-4391/2131, 4-18=-3952/1957, 5.18=-3951/1957, 5-19_ 5799/2416, 6-19= 5799/2416, 6.20=-57992416, 7.20=-5799/2416, 7.21=-4439/1684, 8-21=-4439/1684, 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_ 2108/5565, 13.24— 2108(5565, 13.25=-2108/5565, 12-25=-2108/5565, 10.12=-156314429 WEBS 3-17= • 294267, 4-17=-634/1435, 5-17_ 1660/690, 5.14=-7/895, 6-14=-546/311. 7-14=-329/ 380, 7.13=0/313, 7-12=-1553035, 8.12— 499/1635, 9-12=-274277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 8) ' Semi-dgid pltchbreaks 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) 243 lb down and 258 It, up at 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 15-0.0. 147 lb down and 149 lb up at 16-11.4, 147 lb down and 149 lb up at 18.11.4, 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 7-0-0, 24 lb down and 141 lb up at 9-0-12, 24 lb down and 141 lb up at 11.0.12. 95 lb down at 13.0-12. 95 lb down at 15-0.0, 95 lb down at 16.11.4. 95 lb down at 18-114, and 95 lb down at 20-11-4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The desigrdselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the lace 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 oaae 2 Q WARNING - Verity dealpn parameter and READ NOTES ON THIS AND INCLUDED WTEK REPERANCE PAOE NO.7472 rev. IOr030015 BEFORE USE. Desllpt valkl fa use only Win Mllek® Conneclas. Ms design is Ixisod only upon paamolers shown, and is for an Individual txdd[W component, not a hiss system. Bofao use. the txdk2W designet must verify the upltlk;alNlty of dusig n lxvamelors and propxMgwn y Incoate this doslgnIntorho overall Ixadung design. Bracing tndicated Is to prevent bucakng of kndMckral truss wob and/of chord memtxrs only. Adalllonal lemporay end permanent lxaclng Welk' is always iocphed lot slatAllly and to Ixevent collarza Win p>ss"a personal Wray and property damage. For general guidance r%pdkng the 6904 Parke East Blvd. laixicalkxn. storage. delivery, erectionandlxackngoftrussesandtrimsystems, seeANSI/TPI i Quality, C4tedo. 038-89 and SCSI Wilding Component Taflpa. FL 33610 Safety Information avalk"afromIranWaletns0luto. 218 N Leo Street. Sulle 312. Alexandria. VA 22314. o fuss fuss Type ry ply T12633770 T80315 Tt7 HIP t I t Job Reference (optional) Bunden ransouree. tango. ram eay. rWnao -rrsea ID:08337CakNCJU5yS0iOmC0d1yd11m-kCbg6OpWab32tXmlW6g?SrorGeppGfAGv;rtclyOJcq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4-70, 4.8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 4=-196(B) 8=-218(8) 17-229(B) 5=-124(B) 16=96(B) 14-72(B) 6=-147(8) 13=-72(8) 7-147(B) 12-424(B) 18-124(8) 19— 147(B) 20— 147(B) 21-147(B) 22=96(8) 23-72(8) 24-72(8) 25=-72(8) Q WARNING • Verity dodgn ptamneren and READ NOTES oN TntS AND INCLUDED MrrEK REFERANCE PAGE M94473 rev. 1"3,2016 BEFORE USE Design vclkf for use onty vAm Mltok® con nectots. IMs design Is Ixaed only upon rAsomolets shovrtl. and Is lot on IndMdal buldkng component. not wtaktmsystem. Boloto Lao. Iho txlkev doslgwt mtnt vedfy the alxtllcatAlly of design pxuametors anti pxopedy Incoporato Ihk ct s n Into the OVoad txading design. Bracing kxilcoted Is to tvcakng of lndlvltlucl IRm web and/ar chord momtets only. Addllkxa0 lempotaryand permanent txockng M iTek' IxovenlIs always regdred lot stability and to ptevenl collapse with postUe personal k*uy and property domogo. pot general gtklanee regarding One 6904 ParkaEast BMd. Eastfabolc(Mo n, slactgo. dellvery. etocllon and Ixocing of trusses atruss systems. trsystems, saoANSVMIIQualityCdterta, OSS-69 and SCSI Sullding Component e Tampe. Safety Infotmatlon avdtalxehornIrusPlateInslltule, 218 N. Lee Skeet. Su11e 312. Muoncifla. VA 22314. Job Truss Truss Type Qej Ply T12633771FJbeferenceT80315T19CommonGirdertt optional) BYrldare 1`061SOUIft. Tampa. Plant Gay, Florida 33565 r 04u a Aup 10 2al r M r ex rrrau6m06, rrrc. rn uec VI r.;v;zz —r r FaVa r 10:0837CakNCJU5ySDiOmCDdrrydl tm-009DKkg8MNAk8wKigNWhJwNYjD9k_iRIF9aK8ryDJcp 1-0-0 4.4-4 8.2-0 i 11.11.12 16.4-0 1-0.0 4-44 3.9.12 3.9-12 4.4.4 Seale = 1:30.9 4x6 II 3x6 = 6x8 = US = 6x8 = Us = 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 Incr NO Code FBC2014/rP12007 CSI. TC 0.46 BC 0.91 WB 0.55 Matrix) DEFL. In Ven(LL) -0.07 Ven(TL) -0.20 Horz(rL) 0.05 loc) Vdefl Ud 7-9 >999 240 7-9 >950 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 87lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=1785/0-3.8, 2=1519/0-3-8 Max Horz 2=81(LC 8) Max Uplift6=-352(LC 9), 2=-331(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2704/542, 3.4=-2547/538, 4-5=-2798/580, 5.6=-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=-4732591, 15-16=473/2591, 16-17=-4732591, 6-17=473/2591 WEBS 4-7=-30211440, 5.7=-276/172, 4-9=-235/1023, 3-9=-252/178 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCOL=5.0psf; h=25ft; Cat. If. Exp C; Encl., GCpl=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opst 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 352 Ib uplift at joint 6 and 331 Ib uplift at joint 2. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 14 Ib up at 1.1.1, 1091b down and 371b up at 3.1.1. 199 lb down and 51 Ib up at 5.1.1, 2891b down and 641b up at 7.0.12, 2891b down and 64 Ib up at 9.0-12, 289 Ib down and 641b up at 11-0-12, and 289 Ib down and 64 Ib up at 13-0-12, and 2891b down and 64 Ib up at 15.0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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 r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-4= 70, 4.6-70, 2-6=-20 Concentrated Loads (lb) Ven:10=-24(B)11=-109(B)12=-199(B)13=-289(B)14=-289(B)15=-289(B)16=-289(B)17=-289(B) Q WARNWG - verify deatpn paramst" and READ NOTES ON MIS AND INCLUDED MIIEK REFERANCE PAGE MIF7473 rev. f W3ROfS BEFORE USE Deskyt valid tot use only vAm Mllek® connectors. tInls design Is based only upon pxsaneters Ynomi. and Is fa an IrKiNlckx6 bulding component, not wtatrmsystem. Before use. the buildng designer must verity the op lAlcat>•Iry of dosign p aiametots and properly Incorporate this design Into the overall buldng Wslgrt. Bracing kdicated is to buckling of Itndvklucd truss web OW/or chord members only. Addilorxa temporary arid permanent tracing WOWprevent It always regtled for stability and to prevent collapse with possible personal"and property, damage. Fa general guidance regadIng Brno 6904 Parke East Blvd. talrballon. slaago. delivory. erection anf brachng of trusses and truss systems. soeANSI/FPI I Quality Criteria. OSS49 and SCSI Bulldlny Component Tampa. FL 33610SafetyInformationavailablefromtrussPlateInstitute. 218 N. Lee Strool. Sulto 312. Atexadikt. VA 22314. Job Truss I rus I ype ry T12633772 T803t5 T19A GABLE 1 1 Job Reference (optional) BwWers FltvSoutce, Tampa. Plata City, FIOtWe 33565 t.o v a Aug to L , / Mi i ax muu m,*. IIIL. r,i r,- 0I m •i:ca 20 i7 raw. i ID:0837CakNCJU5ySDiOmCDdnydl im-gb)bx4rm7hlbm4uuD52ws7wmEdYJEESTpJtgOyDJco 1 0 0 4.4.4 8-2-0 11.11.12 16.4-0 17d-0 1-0-0 4.4.4 3.9.12 3.9.12 4.4.4 Scala = 1:30.4 4x6 = O Jxa = 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 Incr NO Code FBC2014/rP12007 CSI. TC 0.28 BC 0.72 WB 0.19 Matrix) DEFL. in Ven(LL) -0.08 Ven(TL) -0.22 Horz(TL) 0.03 loc) Well Ud 6-9 >999 240 6.9 >882 180 6 rVa rVa PLATES GRIP MT20 244/190 Weight: 90lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc punins BOT CHORD 20 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. (Ib/size) 2=766/0-3-8, 6=76610-3.8 Max Harz 2=-77(LC 6) Max Uplift2=-195(LC 8), 6=-195(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1188/270, 3.4=-883/186, 4-5=-883/186, 5.6=-1 l88270 BOT CHORD 2.22=-242/1008, 9.22= 242/1008, 8.9- 172/1008, 8.23=-172/1008, 6-23=-172/1008 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; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psh BCDL=5.Opsf; h=2511: Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (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 lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2.0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0,0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2 and 195 lb uplift at joint 6. 9) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 70lb up at 0.8.0. and 43 lb down and 70 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-4=-70, 4.7=-70, 2-6=-20 Continued on Daae 2 0 WARNWG • Vad/y dadyn pammatore and READ NOTES ON THIS ANOWCLUDED MREK REFERANCE PAGE MIF7473 rev. 140ZW IS BEFORE USE. Design vcWJ la use only wilh Iv91ek®conneclors. Inls dew 61e3ed only upon rrJrarnelorS slvx-4 n. and h for an individ al building component, not a Was system Below use. the IxBc designer mustdesignmustvedry the appllaIIAlty, of design pancanotots and Imotedy Incoq-orato this design Into the ovortal ttndhg design. Bracing twilcated is to provont bucWlnp of lndhAdtx9 IRM web and/or chord mornbers only. Addilo al lomporary anal permanent tracing MiTe k' Is always iecµlred lot slotAllly and to ptovent collapse with possible personal "and rxoperty damage. nor genold pinta rlCe legardng ae 6004 Parke East Blvd. latxk:atlon. storago. dellvery. cvocllon and Ixacing of Messes and Inns systems, seoANSI/1111 t Quality Criteria. OSS-89 and BCSI Building Component Tampa. FL 33610 SalaryInformationavailableRombussRateinsilMe. 218 N. lee Shoot. Sidle 312. Alexandria. VA 22314. Job Truss Truss Type ty 337T12672 TBWIS T16A GABLE 1 1 Job Reference (optional) Burden FUSiSource. Tampa, PION Cdy, FWM 396GG LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 22=36(F) 23=36(F) r.WVe Alrr re CVl/ MIIex Ili—M. 1- FFi D-VI m147;"NI/ r-C 10:0837CekNCJU5ySDiOmCOdrryd l l m•gbtbX4rm7hlbm4uu052ws7wmEdY_jEESTpJtgByOJco WARNING • Verrry dedpn penvmtent and READ NOTES ON THIS AND WCLUDED AUTEK REFERANCE PAGE A18-7/79 tov. MUMS BEFORE USE Oeslgn valld la use only, wllh Mltok® connectors. Ills design Is based only upon parameters shown. and Is la an IndOMAKI txddkV compxnlent not a turn system. Before use, the txBcbV deslgnot meat verify the applicatAlly of design pxrarelers as id prop efly Incorporate, it* design into the overall building design. Bracing Indicated Is to Ixtcklhlg of Individual Iruss web and/or chord members only Additional temporary and permanent bracing MiTek' prevent Is always (oq. pod lot stab111lly arid to provent collapse wllh I)osAAe personal Inlay and property damage. for genotal guidance togardhlg Iho labrlcallom storoge. delivery. oroclion and tracing of Irkmses arKI puss systems. set-ANSI/flit l Quality Criterla, OSS-89 and SCSI Building Component 6904 Patke East Blvd. Safety Information avcndlle horn Russ Plate Institute. 218 N. Leo Street. Srlle 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Type oty ply T126M773 T80315 Vol Valley 2 1 Job Reference (optional) Buaaers Fasl3aVrce. Tamp*. Plain City. Faraa 33566 ID:0837CakNCJU6ySDiOmCOdnydl l nv gblbX4rm7hlbm4uuD52ws,7wnrdg4jHFSTpJtgByDJeo 4-0-0 4-0-0 LOADING (psi) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 2 2x4 i 2x4 II CSI. DEFL. In (hoc) Well Ud TC 0.24 Ven(LL) n/a n/a 999 BC 0.20 Ven(TL) We We 999 W B 0.00 HOrz(TL) 0.00 We rVa Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/Size) 1=145/3-11.8, 3=145/3.11-8 Max Horz 1=68(LC 12) Max Upllftl=-21(LC 12), 3=-55(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oC pudIhS, except end verticals. Rigid ceiling directly applied or 10.0.0 oC bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=S.Opsf: h=251t; Cat. If: Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed lot 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 lit 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) '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.' Q wARNWG - V*dry dedyn paremelaa and READ NOTES ON THIS AND WCLUDED WTEK REFERANCE PAGE M1167479 rev. 10AMM1S BEFORE USE Design VOIld for use only VAlh M IOWCOMOCIOM rh11s design is based only upon Ixramelets Mown. Mod Is ra on indlVU101 txAdIng component. not a Inm system. &ifote use. the Ixddlq designer mint veAty, the appUcc9Alty of designarmnaetors and properly frtcogxxato this design Into the ovem., txYdng design. hating indicated Is to rxevont buckling of OWlvML d buss web and/oi chard members ". Additional temporary and permanent bracing MiTek' Is always tegWed lot stolAlty and to Ixevonl collapse with possbtle personal Irtlray and Ixoporty damago. For gonotal guldonce regarding M kAxIcalkxt Vertigo, delivery, erection and txcucing of trusses aril truss systems. seeANSI/IPI I Quality Cdt*Aa. OSS-89 and SCSI alluding Component 6904 Perk* East Blvd. Safety IMormatlon clvdlcAAe from truss Rote Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T12633774 T80315 V02 Valley 2 1 Job Reference (optional) Builders FitstSource. Tampa. Plain Cay, Florida 33566 2-0-0 r 2-0-0 2x4 r- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 TCDL 15.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) t.wu z Aug i o 2 t Mei ek mausurea. rnc. ri vea v, i447242wit Ffififi. ID:0837CakNCJU5ySDiOmC0dnydllm-SnHzlOrPu_OSOETSno2gPLS?vO35SkVbT3RCdyDJcn DEFL. in (roc) Udeft Ud Ven(LL) n/a n/a 999 Ven(TL) rVa We 999 HOrz(TL) 0.00 IVA n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11.8, 3=55/1.11-8 Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12). 3=-21(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20°b Structural wood sheathing directly applied or 2.0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsl; h=25ft; Cat. It: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psl 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 8 lb uplift at joint 1 and 21 lb uplift at joint 3. 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.' xwa - Vedry deogn petaer ws and READ NOTES ON TN1S AND fNCLUDED MREK REFERANCE PAGE A07473 rev. rd41 MIS BEFORE USE. Deslpn va ld for use orgy vAm f4lek9 COMOctgs. Ihh design Is toned orgy upon paamelets stnovm, and Is for on Rxllviduul txddhlg component, nol a firm system. Before use. the txttldng deslprwr must verify the g4AICaU1lly of design pxaanetors and propedy Incorlototo tits design Into the overall hxedhng doslgn. Bracing Indicolod Is to prevent bucaing of h dWurg trtm web and/or chard members orgy. Addilforxl fernporary and permanent btadta MOW Is always recood for stablilty and to Ixevenl adlgsse Win posstxe persorgl"aid 1x0perty domogo. For general grlcsonce regadhng M IWrlcatbn slorage, dc4Nery, etocllon anti tracing of tenses and fr ss systems seoANSt/1PI I CuaOty CAtuW. 0Se-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irgormatlon ovrglable Rom huss Plalo InsilMe. 218 N. too Street. SJIe 312. Alesandda. VA 22314. Tampa. FL 33610 Job rusa Truss Type oty ply T12633775 T80315 V03 Valley 1 1 Job Reference(optional) eulders Hrett"ICS. r ampa, rani any, r-rorad ssaoo . V • • • -..- ... • __ __.. . I D:0837CakNCJU5ySDiOmCDdnyd 11 m-8nHzIOrPu_OSOETSnoZOPLSvOO?W SIHbT3RCdyDJcn 6-2.0 12.4.0 6-2-0 6.2.0 4x6 = 3x4 O 2x4 II 3x4 12.3.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) Na n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=224/12.3-0, 3=224/12-3-0, 4=548/12-3-0 Max Horz 1=47(LC 9) Max Uplifll=•62(LC 12), 3=-70(LC 13), 4=-84(LC 12) Max Gray 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 2-4=-354/230 Scale. 1:21.4 0 12 -0 0 $ PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0.7.9 to 3-7.9, Intedor(1) 3-7-9 to 6.2-0. Extedor(2) 6-2-0 to 9.2-0 zone;C-C for members and forces & MW FRS lot 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 psi bottom chord live load nonconcurrenl 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-" 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 62 lb uplift at joint 1, 70 lb uplift at joint 3 and 84 lb uplift at joint 4. 7) 'Seml-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' Q WARNINO - Verily ddelpn pantemrere and READ NOTES ON THIS AND WCLUDED MrTEK REFERANCE PAGE 1107473 rev. 10A)IMIS BEFORE USE. Design valkd lor use orgy Win h91ek9cornectols. Ihts Clesign Is txlsed only upon paramoters shown. and Is for an Individual biuldIng component. nor a Inns system. Bolero use, the Wilding designer must verity the cpplkalAlty of design rxwomoters and Ixorxdy W04>0rale it* design Into Ire overall Ixadhng design. Bracing indicated Is to ptovont btrcldtrng of lincilvlduxl muss web and/or chord memhofs only. Additional temporary and rxtmanenl Ixacing M!Tek' is always recµlfed lot stability and to rxovenl col"m vAlh possible Ixtsonal"and Ixoporly damage. For gonotal guidance regaalng the klxbalkln storage. delivery, erection and txoctrng of trusses and truss systems, seeANSIIIPI I Quality Criteria. OSS-89 and BCSI 8unding Component 6904 Parka East Bbd Safely Infotmatrdn ava0alxe train truss Plato trK11Me. 218 N. Lee Street, Suuto 312. Alexandria. VA 22314 Tampa, FL 33610 o russ russ ype ty ply T12633776 T80315 VO4 Valley I t Job Reference (optional) MOWS rustsource. r aepa. rtanr terry, nonan s;raoo + W w. .. • • w+ ID:0837CakNCJUSySDiOmCOdnyd 11 m-czgLyms 1 flYJ?02HLW 4OxY?BcOMCBBtkx7o_13yDJcm 4.2-0 8-4-0 42-0 - 42-0 2x4 i 2x4 II 06 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip OOL 1.25 TC 0.16 Ven(LL) rVa n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Ven(TL) Na n/a 999 BCLL 0.0 ' Rep Stress Incr YES W8 0.06 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3' OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=143/8.3-0, 3=143/8-3.0, 4=350/8.3-0 Max Horz 1=30(LC 9) Max Upliftl=-40(LC 12), 3=-45(LC 13), 4=-54(LC 12) Max Gravl=146(LC 23), 3=146(LC 24), 4=350(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:15.6 20 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20°e BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf: h=251t: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-7-9 to 3-7-9, Intedor(1) 3-7.9 to 4-2-0, Exterior(2) 4-2-0 to 7-2-0 zone:C-C for members and forces & MW FRS 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit 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 pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verily doe/yn parameters and READ NOTES ON MIS AND INCLUDED IMEK REFERANCE PACE ND7473 tov. IdG2,2016 BEFORE USE. Design varld for use only Win MIiCk6Conrecior5. nrls design is lxaed orgy upon paamelers Yawn, and Is rot an Individual txddng component, pal a alas system. Before use. Inc,txOdng designer must verily the apolcd lty of design pmatafers and property Incogotato Ihb design Into the overall Bracing Indicated Is to bucUing of Individual firms wob and/or chord members only. Addtbrnn temporary and permanent bracing AAMbulldtVdesign. provent Is always togulred for Ya"Ity, and to ptevont collapse with p os*Ae personal I nfury and property danage. For general guidance, regarding fine iTek* 6904 Parke East Blvd. latxication, stomoo, delivery. election are Ixacing of fnmas and Intss systems, seeANSVIPI I Quality Criteria, DS8.89 and BCSI Building Component Tarrps. FL 33610safetyInformationavdlablehorntrussPlateInstitute. 218 N Lee Street. Sullo 312. Alexandria. VA 22314. T80315 I v05 I valley T12633777 10:0837CakNCJUSySDiOm dnydllm-czgLymst x 2.2-0 4.4-0 2.2-0 2.2-0 30 = 2 Scale - 1 b.3 e 0 2x4 r- 2x4 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (hoc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) We We 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) rt/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 IVA Na BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=138/4-3-0, 3=138/4-3-0 Max Horz 1=13(LC 9) Max Uplift s=-29(LC 12). 3=29(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=S.Opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This tens has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 29 lb uplift at joint 3. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify, dedgn pamrrWars and READ NOTES ON TM AND INCLUDED 4UTEK REFERANCE PAGE A19-7473 rov. I693R01S BEFORE USE Design vapid for use only atilt Ml lek®Conrwclots. Ris design R based orgy upon parameters dowel. and Is for an hldMdtuol Wilding component. not a Inm system. Before tao. lho IxDuing designer must verify the c43J111Cablilty OI design palattetels and Ixopenly incorporalo this design Into the overall Additional lompotary, as Ixacino MiTek' lxAcIng design. Bracing Indicated Is to pxovent bmiditlg of Individual Inns web and/or chord members only. permanent Is dwc" togtdred lot s"Ally and to prevent collapse wllh posslxo personal "and IxopeAy, danogo. for genetof guidance regaaing mo ralrleatlon. storage. delivery. erection and bracing of trusses and Inm systems, soeANSVWI I Quality Wade. OS8-89 and BCSI SuMng Component 6904 Parke Eost Blvd. Safety IrdorcnaBon ovallc"e from trim Plato institute. 218 N. Loa Street. Suite 312. Aloxcnddo. VA 22314. Tanpe, fL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'r/ 11, For 4 x 2 orientation, locate plates 0-'he from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 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 brocing section of the output. Use T or I brocing if indicated. BEARING Indicates location where bearingsno (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. EM Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths Drawings not to scale) 3 c O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 0 MiTek 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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-brocing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing. Individual lateral braces themselves may require brocing. of alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor. property owner and all other Interested parties. S. Cut members to bear fightly against each other. 6. Place plates on each face of truss of each joint and embed fully. Knots and wone at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/M 1. B. 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. Comber Is o non-structurol consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type. size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shoil be of the species and size, and in all respects, equal to Of better than that specified. 13. Top chords must be sheathed or purliru provided of spacing IndiCoted on design. 14. Bottom chords require lateral bracing of 10 ft. spacing, or less. If no ceiling Is installed. unless otherwise noted. IS. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. install and load vertically unless indicated otherwise. IS. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, bock, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criterla. m m 52-4-0 7-0-0 9-8-0 28-6-8 7-1-8 u CJI - u u I N i- n Ln III I- u u t CJI CJ3 yv, CJ3 CJS 05 m CP m CJ5 EJ7 CJ3 2I CJ - 1 u u I 90 I EJIH I I, EJI u I Elf; EJI ES EJI Wal A EJI IC8C-15- EJI CJ i I u uI CIR EJI 5 6 A A II II 1 II II 1 1 1 II II 7-0-0 12-80 " 7-0-0 28-8-0 54-4-0 61-4-0 9-0-0 u uu RECORD COPY e, 01No SANFORD 4$ OFnAtcj'' 3749 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SEA I I I I l I I l I I I I I l l I®I MINE N 11.1 II II'f l C• Eil cli III .. I I I I®I I I I* 60-10-8 Hanger List H1 HTU26 H2 THA422 NOTES: T) HANDLING INSTALLATI CAFIONS FOR TEMPORARY DRAM) REFER TO ENGINEERED DRAWINGS FOR FERMANFM DRAM REAARED. 2) ALL TRUSSES (UNCUDING TRI)VAS DOER VALLEY FRAMING MAT DE COMPLETELY DECKED OR REFER TO DETAIL V05 FOR ALTERNATE DRACM REAARENENTS 5) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY OMOER 4 ) ALL TRUSSES ARE DESIGNED FOR 7 o c. MAXMU SPACING. LPLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARING. LF&E%OTHERWISE NOTED. 6) SY42 TW%ES MAT DE INSTALLED WITH THE TOP DEWG UP 7) ALL ROOF TRUSS HANGERS TO DE 51WWN HTU261ILE% OTHERWISE NOTED ALL FLOOR rW% HANGERS TO DE %O`WN TM422 MESS OTHERWISE NOTED. 6) DEAMMEADRNSHEO DY WLOE2ERA.INTEL DOR) TO DE FU 5HOP DRAWING APPROVAL INS LAYOUT A UE SOIE SAl01E FOR FADMATION OF TfJWS APO YOM ALL REY M ARDITECTURAL OR OTTER TRU55 LAWAS I111EW AND AP7ROYAL Of 1H5 LAW KAI DE VCEWED DEFORE ANY TRIWS VI L DE DILLT. VEIVY ALL COWIT106 TO I1UE MAD61 QWUS THAT W REW IN EXTRA UMS TO YOT Ngmu1 Odra, du LNBuilders F IrstSource Orlando PHONE: 407.851-2100 FAX* 407.851.7111 Plant City PHONE: 813.75Q-5451 FAX: 613-752-1532 Taylor Morrison Homes It: Anastasia B 14091%: fU1410N. TB Lot 315 1; IIA1111. Ant- 12-1-17 Rick RECORD COPY City of Sanford Building and Fire Prevention Product Approval S *fication Form OJ\,ovvo O Permit # ## 1 7- 37 49 SANFOR OFpAR t3 Project Location Address: 533 Red Rose Ln.. Lot 315 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. Soffits FL12019-RS Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof System 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 Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-113 Applicant's Signature Applicant's Name Please Print) June 2014 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 10' 1 w 1 31• S3' 76: WINDOW CALL-0Uf5 D SI 1? 115" 77 sN 37 w N aw 173361 7354 33S1 gW 4w 143494 74w 3E6- Z 63' bw WSW 73w AW Zia4' I *su I y36Sa 769, 1 mw C& vERFT mom OPEIm FOR ALL Dl1 ". O'LJOIF SIES Am 66TAt3AI1CN MAT VART PER MiNiTLR Q a70 SFECHCAIIO.'6 Z 1SERTORDG' ft"FORMUOF0M VAD (SW KNI-SR f+M-C".ORFDW GLA56• FCA7 41 MRSM EYJR 40 40M aRSN66VU*Mrry Ells R"am-sNlDr4cm 't autoWtTp= A TYP. 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Product Approval P ote$Sl UW Regulation s ...... &AWNIUM>py fAtlpllb•uai aa' Fl, s Fu5225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Emall 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickworwbldgcon5ultants.com Authorized Signature Vivian Wright riccw0rwbldgconsuItants.com Technical Representative Address/Phhone/Emall Quality Assurance Representative Address/Phone/Ernall calory Exterior Doors Subcategoryl Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. IOng, P.E. 10 Validation Checldist - Hardcopy Received Referenced Standard and Year (of Standard) $Japdam X&K 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM EM 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 hops://www.fioriclabuildin&org/pr/pr app dtl.wpx?param=wGEVXQwtDgv3yVVKJZIQ... 7/202015 Florida Building Code Online Page 3 of 3 omits of Use Approved for use In HVHZi No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Men See INST 15225.S-68 (618 Door Products), INST 15225.5-89 (8'0 Door Products) and INST 1522S-68M (6'8 Door Products Direct to Masonry) for Installation Tn :-Aote - GI Sh-an-a ply onth-ASTM-Ei300 04. (This product approval requires the use Of'I' part number doors and •sidelites, which have been stained or painted within 6 months of Installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certifieabe f•7 1522c R3 ;:.•'C9C 157ft 5 meal Carl&odd Quality Assurance Contract Expiration Date 12/31n021 installation Instructions Created by Independent Third Party: Yes Evaluation Reports Created by Independent Thud Party: Yes 15225.6 f. 'Premium Series'. 'Construction Serles' and *Benchmark by Therma-Tru* 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. With and without Sidelltes. Inswing and Outswing with Transoms Limits of Use CertlAeation Agency Certificate - - Ci 4e 17d: Qe- r rir iSZSS.6'M9MI eats ndf; Approved.for use In 14VHZ: No Approved for use outside HVHZ. Yes Q dl Assi(rSrtce Contract Expiration Date impact Resfstaott No design Pressure: WA 2021 Installation Instructions. i 1;S.edf: other: See INST 1522S.6-68 (6'S Door Products) and d t$?25 II * ---- 6-80.odfInstructions. 15225.E-80 (E'0 Door Products) for installationa Note - Glazing Shall comply with ASTM E1300-04) 2 , t2j 11onINSf1 Verffied'By: Lyndon F. Schmld4 P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports t_c titt R3' AF EVAL15?,Zi .6-68.odf to t t:»S h;' AE E"L-1025 6-S.odt. Created by Independent Third Party: Yes e Sate of RUM an AAf®0 a ow0r• _ .. :: II>mOtSmlf:Ot :: E : @ Th. W Florida Ow, ema0 addr=M ae p Ak ramrds: V You do net wan¢ your ama0 address Beltmed of resupr:ss m • OubdtrBeaords Bequest M not sad deetronk mall 0 (duct army. tnsmad. co tore oral by phone or by Oadtb" BnaL V ou have any quamns. 0 omaaa dt50 4a7.t995 4uraamto Seddon 45SZEMI), AWM StItUb% effeW a Omober 1. 2012. pa—M Iloerrsed undm tTaOMB 455. f5 must OrwWe Me t>QWrbB d With an snot address rMaytoeine. The emats Oroinded may be used fbr aatCdl oommunkation w1tA the Uoetrsee. Mowerar anaa addresses era pubic record. V you d0 rot by supply a pergMW address, please OBwlde the OePabnam wiN asMeSS. OddinkuwhIM F- Spreasa n 00' ne" Moable CDMa pubtG To daw"Ine it you area 4xneas under ma AOO "' d AOneptC MMIRa https:// www. floridabuilding.orglprlpr app_dd.aspx?param=WGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329- 114 108 Matzfeld Road Butler, IN 46721 Certification Date: 10/15/2003 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaqueliberglass Door Inswing/Outswing w/ and w/o Sidelites Yy' Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within NAMI's Ce 'fled Product. ' ' n .at' td ti . NAMI's 6tildeatbn P m is•accrafited The Amerl u National Standards Institute ANSI. . Inswing Glazed Design Missile Test Report Number Maximum Pressure Impact 8' Configuration or , or Ontsw n a ae X I/S Opaque Single x O/S Opaque Sin le xx 1/S Opaque Double jpt O/S Opaque Double p( US Opaque' Double xx O/S Opaque Double OXO/OX/XO US Opaque Door Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door Sin a w/Sidelifes _ Glazed Sidelites. OXXO 1/S Opaque Door Double w/Sidelites_ Glazed Sidelites OXXO O/S Opaque Door Double w/Sidelites Glazed Sidelites-- OXXO I/S Opaque Door Double.w/Sidelites_ GI Sidelites OXXO O/S Opaque Door Doubl w/Sidelites Glazed Sidelites See 3-0" x 6'8" Po&/Nex 67/-67 Rated No' Comments ETC-01-741-10703:0/L-2097nW-253F F05 x 6`8" 67/-67 No ETC-01-741-10703.0/L-2097RTF-254F 6'0"x 6'8" 40/-40 No ETC-0I-741-10703.0/L-2097/ITF-253F Standard Aluminum Astra 1 _ 6'0" x 6'8" No hi'C=01-741-10703.0/L-2097fM-254F Standard Aluminum As . 1. 6'0" x 6'8" 47/47 . No ETC-6f-741'-10703.0/L-2097/tTF-253F Coastal Aluminum Astragal .. 6'0" x 6'8" 47/47 No 254FETC-0Coastal Aluminumum Agagal 5' 4" x 698" 40/-40 No ETC-01-741-10593.0M209.7MF-253F 5' 4" x 6'8" 40/-40 No ETC-01-741-I0593.0M2097rM-254F 8' 4" x 6'8" 440/40 No ETC-01-7414PM.07U20M-M253F Standard. Aluminum Astragal 8' 4" x 6'8" 40/-40• No ETC-01-741-10593.0M2097r1TF-254F Standard Aluminum.Astra of . 8' 4" x 6'8" 47/-47 No ETC-01-741-10593.0M2097n TF-253F x National Accreditation 8t Management el. (8 44) 684-5124/Fal George804) 684-5122 NAM AUTHORIZED SIGNATURE: VA NOTI[''E OF PRODUCT CERTIFICATION Company: Therms-T'ru Corporation Certification No.: N1005331-115 Certification Date: 1O115R003 108 Mutzfeld Road Butler, tz 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Ontswing w/and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" b only valid it the NAMI Certification label has been applied to the product as described within this document. The certificationproducthasbeenpapproved ANSI In label represents product conformity to the applicable specification NAM1'a all certification criteriahassatisfied. c redited Ames leasNational Standardshis vtficeeninstituteM Mli Certified.Product rlstiii at' MLasBe Test Report Number Configuration loswing' or Glazed or Maximum Pressure Impact Rated Comments Oa n O s ue Size 3' 0" x '8" P 67/- 67'' No ETC-01-'f4.1=10702.6/L=2096/ITF252F X I/S Opaque i Single Opaque 3'0" x 6'8" 67/-67 No FCC-01-741-10702.0M2096f TF251F X O/S Single Opaque 6'0" x 6'8" 40%40 No 01-74140702.0/L-2096MV252F ETCSdardUSAluminumAstragal _ Double a 0/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702:0/L-2096/1TF251F Standard Aluminum As s1. Double _ Opaque 6' 0"x 6'8" 55/-55 No ETC-01-741-11008.oM21SInTF252F XX l Coastal Aluminum ASUKW Double Opaque 6' 0" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215ln TF251F XX O/ S Coastal Aluminum Astragal . Double US Opaque Door 5'4" x 6'8" 40%40 No ETC-01-741-11008.0/L-215InTF252F OXO/MO Single w/ Sidelites ._ Glazed Sic elites 5'4" 698" 40/40 No ETC-01.741-11008.0/L-215InTF251 F OXO/OX/ XO O/S Opaque Door x Single w/ Sideli Glazed Sidelites 874" is 6'8" ` 40/-40 NO 1'C-61-74141008.0/1.4151MF252F OXXO I/ S Opaque Door Standard Aluminum Astragal Double w/ Sidel' es . ; Glazed-Sidelites Opaque Door 8'4" x 6'8" N0 tft4-l-741-11008.0/L,21517ITF251F OXXO O/ S Standard Aluminum As Double w/ Sidelites Glazed Sidelites 8'4" 6'8" 55/-55 1`Io ETC-01-741-11008.OM215lf11n52F OXXO I/ S Opaque Door x Coastal Aluminum Astragal Double w/ Sideli :: GI SiDoor s 6'8" 55/.55 No ETC-01-741-11008.0/L.2151/iTF2SiF OXXO O/ S Opaque DoorLE x Coastal Aluminum A Double w/ Sidelites.- .. National Accreditation Glazed Sidelites . VA 23072 Management elno yl Yam+ 6 e./ 479480 4/Ra x:(804) 654-5122 NAM AUTHORIZED SIGNATURE: 41 4. Ikl-MULLIONVMULLION SHOWN FOR MASONRY- SHOWN FOR II MASONRY MASONRY• 4 REFERENCE OPENING 116Typ; REFERENCEOPENIWGJTyp. HEAD OPENING HEAD" 11 IlJAMBSHEAD JAMBS JAMBS 2X SUCK- 2X BUCK' 2X BUCK -/ MULLION. SHOWN FOR m ti 6REFERENCE qa 2X SUCK comes nw be o*dW to njahtab the mh dikNift 10 OMW 2 Ca @mAotodm WX 0"ClOffirpsO be OOAW 0 nwwA*Wio mh eewdth Ic to ,odd cmcwo oldws kdAic 7jj A" r IAMe r Ir NGI E ItSIDELM 1• 4 4. 4 44 4 4 a 1 1 MULLIOSHOWNN FOR MULLIONTYP. HEAD rfp.. j REFERENCE 1 SHOWN FOR REFERENCE Il JAMBS AsTRAGAL HEAD 1 SHOWN FOR J. JAMBS REFERENCE 2X BUCK 14 I t IDED MASONRY 10111210I LHIc 161HRH=HQRMMG OPENING Am i s' NOTE J 1' ' A a7FSEESHEET31DETAIL3• I STRAO 1 MULLION j SHOWN FOR SHOWN FOR REFERENCE REFERENCE ONLY 1 c^ 1e MIA. 1 12 1 r LV -c._ : nOU9Lr DOOR W/MDEIM INx8"1Pans TAP. 72ALLATION X BUCK e ALLATIONHEAD N & kmas N SEE MAIL '4- prQF ti T NEW OWN W/ *waft ca"Laqu sum 110 JYACt10RClCI I Item DESCRIPTION Moferial x - "S STEE ' 0 S[EEL Hine o From STEEL 2 -P 'WOOD SC - 12 44 P EL 'OR CONCR N R - pf 3 R _. 11.-1 4 1TW CR S S114PFHCONCRS 13 ASTM C90 ACt 1MASOR HOLLOW 0 PSI (N. comcRM BLOCK. CONFORMING TO CONFORMING CONCRETE 16 4 2-1 4 PFH IRiV CONCR SCREW ME 21 SG 4 TI .PRESSURE EA SID PAD 0 2 1 2 GATED FASFLNfw V 3• ., 4' --1 fit cC SCE_,000 DETAIL W/2X BUCK ' 2. INSTALLATION W/-X BUCK ' INSTALLATION } 1 C W/2X BUCK 3 . INSTALLATION... 0 W/IX BUCK ! OEM. -1INSTALLATION - DETAIL ' 3' B A SACH ASTRAGAL TOTH OW EBOLT AS SHOWN. n: INTERIOR leg EGERIOR WIVM/77 HM m f MUWON MASONRY 41 OWN MR OPENING Ro 2X BUCK MASONRY OPENING 4111 1.1 II 41 11 2X BUCK lls.hm-m CONrIItlF ANCWV NOTESbeaftu of the emm my be 0*61*1 to nwWdh 00 Mh edge dWoV8 100IM0101cift 2. CmoWo.,.dobwftu-tsdiu'IAAXCNCS"WnRabeocMW'o atb ftmhedge dkkwmtoj.xvtalok&odcRkndommovisoneAoe bem** odlosnRmow7AAXONCgaWcWnwtOonmerWOcOOdOd I concmft—xgxm klbw. AWL le Zod:! I? w r TAFCON ONr ZMN tvwv MASONRY71 OPENING AO A. JAMBS 2X BUCK MULLION SHOWN FOR 11 REFERENCE II II • II TYR, HEAD at IAMBS ASTRAGAL DSHOWN FOR REFERENCE t. SMINGI E WISM&M GK ANCHORING S' ii II MUwoN SHOWN FOR MUWON FOR' III iIIREFERENCE94OWNREFERENCE HJAMBS j II 2X;--• NASTRAGAL SHOWNFORBUCK REFERENCE cd MASONOY- 1. OPENING AlIQLARQUgHm let A4 15225. 3-80 ct. Ir Al M VEIAIL . 3 SEE NOTE 3 1- smEEr 3 k- TYP. HEAD MULLION a JAMBS SHOWN FOR REFERENCE ASTRAWL" I' REFERENCE ONLY SEE DEIAIL Q); Qt 0 in 4. T, lATIOM A. SEE,,;-ii IMSEEDETAILAF!xW - , 3- A. 0 r. MIL10. Typ. HIM a JAMBS SHOWN FOR REFERENCE ONLY 11+ t f V. ir OOURI r DOOR VIEW A*- A* now W/ MMUL cc=== IA.M soon TO T. c DETAIL '4 A DETAIL '.3' ATTACH ASTRAGAL THROW BOLT STRIKE Ap X FRAME A MAIL I a s HBIOR EXTERIOR EXTERIOR IMERIOR • fE 20 ; 1S 13 T6' .• : i, i z C 3 ; - I. fit PE EXTERIOR IMERIOR err-„ It INTERIOR INTERIOR SMIOR INTERIOR INTERIOR s let: I wn 21 t2 rHn N.7.S. o w JK aw m US d FL— 15225—$Su n VaW -C.T- SIMGLE DOORyffMELnES m 3' DEIAIL77l10 i 1 9— VIEW 7-Ir vlkw -w-V A1190 omca,m nWbe *W9dlO—kdCh"MVL garAW 0. W110" 16 CENTEIr nual be OCOZW tO holed ==O&MWndWWW._,d. ffohkm no mh edge dMa 3. == Or r 1lial14 IIw I. Ipr A1010" AISHM UOE—LfM NOTES: SW afro the ixnb vAh (121 #8 X 2* POL vl`OW $Crev'& Thwe We (4) of each V 4LS. & . lrwg are 12) ol the hoodff Of 4' down alJ= 311, Awn the ofdrlde crorners of ttro name. nwpcw(2)ajIhosLrftmfh9OvW&COffWL 7k. It HEAD WMFOR WBECE ononme - 0 Tyr. 0 AAM SEE' QlAr flit StA1ir lw" m rrP.ew. les T. om Comm 9+ SWGLE DOOR _ VWLA*-*A* 26- 24. DETAILPID 27 All d sj Li FL- t5225- 600 RW B C Sub Category Exterior I Swinging Doom Exterior Door Assemblies R W Building Consultants, Inc. Consulting and Engineering Services for the Building Industry P.O. om 230 VdrWo. FL 33595 Ph°nC B13.659.9197 nwids Bmrd or ProfesslcrW Engine Catificele of Amlartzoion No. 9313 Manufacturer terms Tru Corporation I IS industrial Or Edgerton. OH 43517 Product Name Smooth-Ster" and "Benchmaik by Thelma-Tnr' We Single a Double Opaque or Glazed Panets wl & w/o Sidelites tnswing I Outswing Scope: Product Evaluation report issued by R W Building Consultants. lno. & Lyndon F. Schmidt, P.E. (System ID # 1998) tot Therma Tru Corporation, based on Rule Chapter No. 81G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 6 professional Regulation. midt. P.E. do not have not will acquire ancial wariest in the R Bundling theptodud and Lyndany on F. ant ly Involved in the approval process of the product named heroin. company manufacturing distributin L!mltations: Edition (2014) Florida Building Code (FBC) structural requirements ex 1. This product anchoring has been developed In compliance with the 5texcluding the'Hlgh Velocity Hurricane Zone. See the Certification Agency Certificate for sizes, specifications and design pressure ratings. be as listed and spaced as shown2. Product anchors shall wn on details. Anchor embedment to base material aha0 be beyond wait dressing. stucco. loam, brick and other wag coverings. Installations instructions of ANSI AFd.PA NDS 2012. All other fastener types to be Installed following fastener3. Wood screws shag be Brstaged following manutecturer s Installation Irtwuctions. 4. Fesiener embedment depths, edge distance and center -center distances shag be specified by the fastener manufacture, but in no instance shall ey be less than shown In drawing FL-15225.5.68. S. Where shin s are used. they must be a'rigid I sW material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225— 6 shall be determined by others for specific jobs in accordance with the governing code. 7 Site conditions that deviate from the details of drawing FL-15225.5.68 require further engineering analysis by a licensed engineer or registe red architect. Supporting Documerrte: 1, ETC,-0 t741-10702.0 Test Standard ASTM E330-02 i TAS 202-94 ETC-01 741-11008.0 ASTM E3so-02 i TAS 202-94 ASTM E330-021 E1896-021 E1996-02TEL01460147 2. crawl=a No.ConsuMaMs, Inc (CA It9813) 08No. FL-15225.5 3. Calwlatlons P-IM Anchoring RW Building Consultants, Inc..(CA #9813) Sheet I of 1 i tlna I:at>tntatory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Stand bit Wendell W. Haney, P.E Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. 3iaeeaG4t'Seated t Lyndon F. Schmidt, P.E. glmled:i<.'S- . ti . Lyndon F.'schi nidt P.E. ittllfts1 t\ N1 ,err, v t r • , : Lyndon F. Schmidt. P.E. FL PE No. 43409 21612015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS 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 THE ARCHITECT OR ENGINEER 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 OURA11ON FACTOR Cd-1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6053-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTEC71VE SYSTEM 15 REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. 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 EOUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHUNG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. iO. 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 ISGA. 33KS1 OR ALUMINUM 6063-T5 1/8' THICK MIMMUM I TABLE OF CONTENTS SHEET NO. OES:RIPTION 1 I NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS Rmatis C-ARVTIDN DATE NNMOVEO ADDED CHARTS 03/06/12 R.L. REVISED PCR NEW TESTING 10/15/13 R.L. ADDED FLANGE 11,5TALWIONS 12/06/13 R.L. REVISED INSTALLATION OETARS 08/05/15 R.L t 4--• `S33I c. SIGNED. ioamoT5 MI WINDOWSLLCDDOOPARKWAY19LAKESIDE FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 1a3" x 96' REINFORCED oNOTE$ 4.TAT61OFOF i'''r`• OR10P. ?: OIMwr! DWC NO REV OB D ONA'IE\ G\ WALI WE S0 NTS 02/23/09 1 OF 9 143" MAX FRAME WIDTH 6" MAX OCHICJ 4;1U/44U AIA ZiUU EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RAT7NO t40.OPSF NONE SEE CHARTS 0 AND 82 FOR OTHER UNITS RA77MOS aLNS10NS FA I Ocsc>arow I ar[ •voao to A DED CFURTS 03/06/S2 R L. RLASEO PER NEW TESTING # 12/06/13 5/13 R.L. ADDED FLANGE INSTALLATIONS R. LCHARTIIREVISEDINSTALLATIONOETAILS5/15 R.L. WHERE WA TER INFILTRATION RESISTANCE 18 REQUIRED SEE NOTE 9 SHEET I Design pressure chart (psi) Frans It Panel and Total Frame Vfth (n) SOLD 36.0 42.0 1 47.7 loom 126.00 143.00 Pos Neg POS Nag P03 Nd9 Pos I Neg 84.0 40.0 CAD 40.0 57.9 40.0 52.0 4110 46.0 8.0 40.0 60.0 40 S1. 40.0 4B 9 40.0 45.0 920 40. 9. 4.0 51.7 400 46A 40.0 42.3 96.0 400 6 0 49.0 40.0 43,7 1 40.0 1 40.0 CHART I2 WHERE WATER INFILTRATION RESISTANCE 1S NOT REOU/RED SEE NOTE O SHEET I Design pressure chart (pso Frame SriP PAW OW Total Frame Wcrm (in) 700 1 36.0 A 1 47.7 in) 90.00 108.00 12d.00 143M Pas Neg Pod Meg Pos Meg Pox Neg 84.0 60.0 60.0 57.9 57.9 52.0 52.0 46.0 48.0 dd.0 60.0 80.0 54.8 B 46.9 4.0 4.0 920 6 6N 61. 1. 1 46.1 42.7 42. 96.0 6 8 49.0 490 43. 43. 40.0 40.0 CHARTAI Number of anchorlocaUonsrequlrod Fmrle Single Panel and Tout FramB VNdth (n) Haight 30.0 1 36.0 42.0 1 47.7 N) 90.0 1 708.0 126.0 1 1A7.0 HAS I Jamb I HAs Jamb HAS Jamb Has Jamb 04.0 8 6 7 6 8 6 9 6 dd.0 8 6 7 6 8 8 9 6 92.0 6 6 7 6 8 8 9 6 96.0 B 6 7 B d 8 9 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/"0 XIX SGO 143" x 96" REINFORCED ELEVATIONS pRAWM oMc NO. F.A. 08-00503 sc" NTS o"1T 02/23/09 1 -tc' 2 OF 9 SIGNED: 1012712015 OJ SttRGENs o 5 AT OF iOF•S 0RI'DP WOOD FRAMING OR 2X BUCK BY OTHERS j;O WOOD SCREW 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. E EpMENi 1/4' MAX. SHIM SPACE EXTERIOR II II 11 11 11 11 INTERIOR LVDC UI]IAR" VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WTTHASTM E2112 1 3/8' MIN. EMBEDMENT MIN. EDGE DISTANCE j;O WOOD SCREW 3E SET IN APPROVED MIN. RENT WOOD FRAMING OR 2X BU^K BY OTHERS 1/4' MAX. I SHIM SPACE o mogs DESMPr*w UTC A IR"O ADDED CHARTS O3/68/12 R L. REVISED PER NCY1 TESTNG 10/15/13 R L. ADDEO FJINGE INSTALLATIONS 112/06/13 R.L. REVISED OMALWION DETAILS 03/05/15 1 R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75025 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS ORAW4: OIIC NO. F.A. 08-00503 coat NTS 104r 02/23/09 —113 OF 9 SIGNED: 1012712015 GEMS 9,ii 40 OF ; es -'DNA11 aG\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF ORILL!NG SCREW I METAL STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE t 1 ppI I 1/4- MAX. t A r SHIM SPACE EXTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTUREWSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES BY OTHERS NOT SNOwN FOR CLARITY. I PERMETER AND JOINT SEALANT BYOTNERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 010 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF APPR0%lt0 ALANT I 3/4' MIN. EDGE DISTANCE T- 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1 /4' MAX. r SHIM SPACE F.A. Iuu NTS ftNISxra ocsum.rtw are PpooKw ADDED CNARTS 103/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 06/05/15 I R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS one ro. 08-00503 aTF 02/23/09 I $mm" OF 9 SIGNED: 10/27/ m J\ Sft.. L0//: pEIVS•9cP _ o x = TKa- SOF i'`''<ORIOP• ?: NA1L aG` RCVggNS 2 1/2' MIN. REV DESCRrm" CATC I A PROVIM r EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. B REVISED PER NE1v TESTING 10/15/13 ' R.L. 1 1/4' MIN. C AOOEO FIANCE INSTALLATIONS t2/06/t3 R.L.°• ° • EMBEDMENT ; 1/4' MIN. 1/4' MAX. a REVISED INSTALLATION DETAILS 08/05/15 R.L. EMBEDMENT r SHIM SPACE CONCRETE/ _r MASONR" BY OTHERS 2 1/2' MIN. OPTIONAL EDGE DISTANCE ' o IX BUCK INTERIOR aTOBE 1/4" MaxPROPERTY SECURED SHIM SPACE 3/16" TAPCON a ' SEE NOTE 3 ` SHEET t © noTAPCON • CONCRETE/MkWNRY aBYOTHERS EXTERIOR I INTERIOR SILL TO BE SET IN EXTERIOR Cli::I CRABEDOfAPPROVED ` 3/16" TAPCON SEALANT JAMS INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETFJMASONRYINS TALL4TION MASONRY/ TO BE PROPERLY CONCRETE SEOO BY OTHERS I SEEE NNOTE 3SHEET 1 i NOTES: 1 1 / 4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY O THERS, EMBEDMENT NOT SHOWN FOR CLARITY. e ' 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 4 DESIGNED W ACCOROANCE WRH ASTM E2112 VERTICAL CROSS SECTION _ CONCRETE/MASONRYTNSTALLATION 2 1/2' MIN. EDGE DISTANCE T:I= SIGNED: 10/27/201S MI 19 DOWS 0 LAKESIDED DOORPARKWAY LLC `\`\\S RII I` 0 FLOWER MOUND, TX 75028 •'\GEN6,'.9f i SERIES 450/ 440 XIX SGD *• o 5 +v9T*= 143E x96" REINFORCED y'GTAT E OF • FRAME INSTALLATION DETAILS 0 , oRAw04 oro no. RSV owt G i scAtr 08NTS — 02/ 23/ 09 $NCIT53D OF 9 ,'/S/i1i11?\`\ j/OOD FRAMING IOR 2X BUCK BY OTHERS J110 WOOD SCREW EXTERIOR A/ 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 3/8" MIN. EMBEQMENT 1/4' IMAX. SHIM SPACE INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 1 3/8' MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTEAIORAND EXTEAIOAFTNISHES, BYOTHERS, NOT SHOWN FOR CLARITY: 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCOROANCE WITNASTM E2112 3/8' MIN. cMBEDMENT T- 1/2' MIN. EDGE DISTANCE 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS RLV140N5 REV OOiCRIP110N A ADDED CHARTS 8 REwSCO PER NEW TESTWG C ADDED FLANGE INSTALLATIONS 0 REwSEO INSTALUTION OEfAILS 1 /4' MAX. SHIM SPACE scxA. c NTS JAMB INSTALLATION DETAIL W000 FRAMING OR 2X BUCK INSTALLA TOM MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" z 96" REINFORCED FLANGE INSTALLATION DETAILS ow No. 08-00503 02/23/09 —CP6 OF 9 are AO ROVm 03/06/12 R.L. 10/15/13 R.L. 12/06/13 R.L. 08/05/15 R.L. SIGNED: 10/27/2015 Lun unli NJ S F ' L 0'/'. 0EN,p 9,+ A T0 5 #= OF :rye ZORtOA G: METAL STRUCTURE BY OTHERS 10 SMS OR SELF JRILUNG SCREW METAL STRUCTURE 9Y OTHERS 3/4" MIN. EDGE DISTANCE I LX I LHIUH 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4' MAX. SHIM SPACE L_ OR 3/4' MIN. LUNG EDGE DISTANCE LTOBESET IN BED OF PROVED SEALANT 110 SMS OR SELF GRILLING SCREWS METAL STRUCTURE BY OTHERS RENSRWS REV oesm" u GATE Rovw A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE iNSTALLAT10NS 12/06/13 R.L. D 1 REVISED INSTALLATION DETAILS 08/05/15 R.L 1/ 4' MAX. SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION rLI S 33-2—1 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS Doww.. OMo NO. F. A. 08-00503 scut NTS I "TE 02/23/09 1 SKW7 OFT SIGNED: 1012712015 1111111/ 11j As QAT OF •a= IUOROt CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED E NOTE 3 SHEET I 2 1/2" MIN. I EOGE DISTANCE e• 1 1/4' MIN, EMBEDMENTe. 1 1/4• MIN. EMBEDMENT l i 1- i 2 1/2' MIN. EDGE DISTANCE 1/4` MAX. J. SHIM SPACE / 3/16' TAPCON J 3/16' TAPCON CONCRETE/MASONRY EXTERIOR I I I r'."ERIOR BY OTHERS 3/ 16" TAPCON , 1111 1111 1111 MASONRY/ CONCRETE BY OTHERS SILL TO 9E SET IN' A 8_D OF APPROVED SEALANT F a 1 1/4- MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2• MIN. CONCRETEANASONRYINSTALLATION EDGE DISTANCE IIII 1/4" MAX. I SHIM SPACE llcmxm REV I OES:RITgN WE PRCVO A JADOED CHARTS j 03/06/12 1R.l. 3 REVISEO PER NEW TESTING 10/15/13 R.L. C ADDEO FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION OETAILS 06/01/I5 R.L. OPTIONAL tx BUCK JAMB INSTALLATION DETAILTOBEPROPERLY SECURED C-ONCRETEIMASONRYINSTALLA1701V SEE NOTE 3 SHEET 1 NOTES 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE MTNN ASTM E2112 1s MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75026 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAW: Owc M0. RG F.A. 08-00503 C NTS — 02/23/09 1 s"tcr8 OF 9 SIGNED: 10/27/2m 1 5/8• MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE - BY OTHERS HOOK S?RIP 1 1/4• MIN. EMBEDMENT 1X BUCK BY OTHERS, TX BUCK TO BE PROPERLY SECURED EXTERIOR u HOOK STRIP INSTALLATION MASONRY17DNCRETE INTERIOR TRIM HOOK STRIP PANEL INTERLOCK 1/2' MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1 010 WOOD 1 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK4V000 FRAMING METAL STRUCTURE BY OTHERS TRIM --., INTERIOR HOOK STRIP RLV1Spn5 RQV DESCRIP110M WE APPRmo A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTLIG 10/15/13 R.t_ C 1 ADDED FLANGE INSTALLATIONS 12/06/13 R.L• 0 1 REVKEO INVA_v'lON DETAILS 08/OS/15 I R: c A4., MIN. DISTANCE 10 SELF DRILLING SSCREW PANELaFcINTERLOCK HOOK STRIP INSTALLATION METALSTRUCTURE MOTIFS: 1. INTERIOR AND EXTERIOR FINISHES. BYOTNERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIGNEO IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" z 96" REINFORCED HOOK INSTALLATION DETAILS ORAWM• NF NO F.A. 08-00503 NTS OA'E 02/23/09 s"E'T9 OF 9 SIGNED. 1012712015 14 ,'\OENSF 95 0 51 *= E v: 4.Fd' F OR10Pi/S,ONA''a\\ N I . Mom_.. SOS Home Log In user RagistratWn Not Topics Submh Surcharge Stan a Facts Publkatlons FSC Stair SCIS Site Map Unks Search db'p r 4Product Approval USER: Public user c..m,n I L, 101 MI-1 > PmC a! r kT!:-cnuon 4-arc" > Area-- t.m > 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. LITTLE ROCK, AR 72209 501)570-92S3 RBELKNAPO W INDSORDOOR. COM Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email RODNEY BELKNAP RBELKNAP@W INDSORDOOR.COM Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method 1 Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received 1 Florida Engineer or Architect Name who developed the IOHN SCATES I Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 08/28/2018 r Validated By Kurt Dietrich PE Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Validation Checklist - Hardcopy Received FLIS080 Rl COI C m of Ind Scales 201S s.odf Standard ANSI/DASMA115 DASMA108 I I ' Year 2005 2005 FL Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 75S Limits of Use Approved for use in HVH2: No installation Instructions ' FLIS080 Ri 11 99A061-reyF1' Approved for use outside HVHZ: Yes JaMbAttach s.od FL15080 R1 I1 99AO75 Locklnstall Impact Resistant: No s.ndf FL15080 R1 f1 9SQ079-revg Design Pressure: +22.9/-26.4 s.odf Verified By: JOHN E. SCATES; PE FL 51737Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FL15080 RI AE Eval Report. ResPan rla s odf Created by Independent Third Party: Yes P.Sf. IAIIE ODOR 92[ 06EN FR[SSIIE tE51 FIIES91[ MOM IO011 F0611n[ NIG11M rO91M IEi'ADV[ 16'-0" 7'-O't18.7 20.8 28.1 31.2 16'-0" 8'-0' 18.7 20.8 28.1 31.2 13 GAGE STEEL TRACK SPUCE OR FLAG BRACKET, FASTEN 70 WOOD JAMB WITH TAG LWS 2' GALV. STEEL VOCAL TRACK BOLTED TO H TRAM /BRACKETS B' 1/ BOLTS1RlK OPENING NIEAOIIT 11OVE 00pR Fi1GMT) 13 3/1' X 1-1/2' x 13 GAGE NN. 1/1' X 1/2' UM CALV. STEEL NORIZOMAL ANGLE. I= offt CNIRIVE BOLT O: NUT 1/1' x 3/4' USI((11 MLLNG S REM AASHHEET24ETAl• S NFIVS X 105CCE OR 13 ED ON THE WDOKT THE DOOR. DETAIL D 63- (16 x 7) 74' (1B x B) 12- (16 X 7) BRACKETS EACH SIDE I I II II 26- (16 X ) 13 16 GAGE GAm STEEL S STRUTS 1 4 TOP BUCKET WIM 14 HOLDER 3' TOGA WOE 16 x 7) if STRUTS 5'EEOCTAL 3• $BOA WOE 1B x B A OPTDNAL SSB SCE DETAIL A) GLASS UO11TS STOP I ELOWBRAC 2* ROLL O O O r oR B' AW TIRE: SIM B 16 X 7 BALL SHORT STEP B 16 x B 10 BALL LONG StEY OFTIONA LOCH STRUT ONQvUPRPEMR PART Of EF DEIALL 16' (DOUBLE CAR) OALV. STEEL(11 WGE) COMMERCIAL LND 16NGE AT1AC/[O 11) SOD. (120 Sp IIICf1 ION. 1DT4 OPigw1LONGWITH5MSrwERS. DPW ARFA). OPRONAL CENTER STILES CENTER MINCES PANEL p COLUMNS EMBOSSES GLVANIZED STEEL USE OW DM SELF i3 CoLuYNS STRUT ATTACHED WITH 1/4- X 3/1' D14LKO SCRl1V THROUGH LONG HEX MEAD TOP LEAF Of HIKE[, DID STLE & RAIL SELF DRILLING SCREW POt vEat TYPPAL FOR EACH 1 25' — 20 CAGE END STLEK11Lsrl.E> J—STRUT 0NUW HNPPAART OfSaEcIEA SEE A".L B). I-3/6' POLYSTYRENE 21' OR 21' HIGH INSULATION OPTIONAL 20 GAGE END STILES -FASTENED WITH PANEL GALV. AND rDR MOD. 724. 730. TOC-L-IDES r0 PANEL USE END CAP 790, 755. 126. O`ER END STILES. ( SEE DETAIL C) PREPNMED Slm M GGE ALL SIRUI ON BOTTOM BRACKETSTOPYPEMAILNAXApEVQiI• C 24 W EXCEPT6-0 TYRE NAIL MIN, 21 DACE MODEL 750. 755 13 GAGE CALK. STEEL BOTTOM BRACKET ATTACHED WITH 22 LAG SCREW 5/16' X 1-1/2' fASTE11 . BOTTOM SCREW GIf1 BE ABOVE SECTION B—B 20 SECTION A —A oa BELOW Rocca CAGE GALV STEEL CENTER MILE TOG-L-LOC OR POP RIVETED TO PAWL, NOT(: IB GAGE CAW. STEEL CENTER HINGE RESDEIIIIAL IOGA. COMMERCIAL CALv. STEEL TRACK BRACKETS. SEE ABOVE TAMED WITH (/) 1/1' X 3/1' FOR SPACING. rASTEN To wooD ANTIS m 5/16' x 1-1/2' HEX MEAD SHEEF METAL SCREV$. UG SCREWS. PREPNGTION OF JAMBS BY OTHERS NOTE N20-X s eais r iurs To BE I /1' z 3/1' LOflf. IiX NCAD SHEET METAL SCREWS. DOORS SHOWN ON T10S DRAWING NAVE BEEN DEMONSTTWED TO WM61AND THE PRESSURES LIMED IN IIE TABLE ABOVE VIA TESTING TO ANSI/00,514k LOB-M OEIERIMATION Of SLRTABL" FOR SPEC/IC SITES IS THE REWONSIBUW OF OTHERS, f Ib MTV f =* i elo Bea ;, 20 GACE wo CAP 3' 1 1 1— 2.75• —1 DETAIL A DETAIL C 3' 20GA MOE STRUT 16 x 7)) 3' IBGA MOE STRUT 16 x B) 1 LN.1 HM DOOR NIS BE INSiALIED f f DETAIL B TRACKS T 6 X SPRINGS). GLAZING DOES NOT SA,ISFY IYPACt 1 6' X 8' 0[BHS REOUWEYENTS IN fBt xol : ROCK, AR- 7229-8915 501) 562-1872 121151111 RLB 2866 3/10/08 RLB 2848 11/1/07 RLB E.C.N. DATE: APPROV. 721, 426, 730. 735. 750. 755 PART NAME: NANDLOAD RESIDENTIAL PAN DOOR TOLERANCE wl B 99—B-079 13 GAGE STEEL TRACK 3/4' % 1-1/2' ( 3) 1/4' CAIPIMCE IKLn SPLICE OR FLAG BRACKET, % 13 GAGE MIN. FASTEN TO WOOD JAMB WITH 5/16- X 1-1/2- GALV. STEEL LAC SCREWS HORIZONTAL ANGLE. 1/4' X 3/4' SHOT METAL EXTRA SCREWS I/ 3/4' NF% HEAD SELF 2' GALV. STEEL HORIZONTAL 0N6 SFJtd 2' GALV. STEEL TRAP( 16 GAGE OR 13 GAGE DETAIL D VERTICAL TRACK BASED ON THE WEIGHT OF 16GA THE DOOR. BOLTED TO 1.25' -- -- TMK1/ B<t BRACKETS5/ 8' TRACK BOLTS.-,-63- (18 X 7) OPENING NNHHpEETIGHT ODOROVERDETAIL E 4 BRACKETS EACH SIDE 13 G1GE CALV. STEEL TOP !RACKET MTh 10 OAOE ROLLER HOLDER. NOTE THAT ROLLER HOLOO1 CL1R IS TUI9ED DOIIN. SEE OrIAL D. STRUT JUST BELOW TOP BRACKET. 2' HURRICANE ROLLER WITH 7/ 16' DLA LONG STEM. TIRE: STEEL TO BALL OPTIONAL LOCK B 74' le X e SEE DETAIL 'Cj L ji STRUT OH UPPEUPPERPART OF SEOE- 0-- B). X 7) X8DETAIL A 3' IeGA WIDE STRUT GALV. STEEL. (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B SiRllf N UPPER PUTT OF 4• X 16• AR VENTS IjjjREO. O. (120 SO. 42' ( 18 50' to OPTIONAL SSO CLIGHTS 10'(DOUBLE CAR) OVERNf I MIN. TO AL OPEN AREA)• OPTIONAL. 1/2- POLYSTYRENE SEEE DDETAI B) INSULATION 21' ( 18 X 7) 24' to x 8 STANDARD FOR MODEL 735. STRUT ON LOWER PARE OF USE TWO EXTRA SELF DRILLING SECTION ABOVEHINGESCREWSTHROUGHHINGELEAF, GALVANIZED STEEL END STILE k RAIL AS SHOWN. ATT TYPICAL EACH END HINDS 20 GAGE END STILES - FASTENED WITH TOG-L- LOCS TO PANEL USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING HALED EVERT 9' 6-0 TYPE NAIL MIN. — _ I mom ucnoN RUTS I7'OR 8' B LCENTER STOLES ( 7 COLUMNS) CENTER HINGES ( J COLUMNS) 20 GAGE END STILES 16 GAGE END CAP t t 0. DETAIL C NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRAITS ON DOM WITH EXTENSION SPPoNOS). L. ' A 2 OR BQONROOLLLEROVE HSECTI78—B SECTION A —A NOTE GLAZING DOES NOT SATISFY IMPACTQ,v20 GAGE GALV. STEELCENTERSTILEDEBRISREQUIREMENTSINFBC(..) /\GAGE GALV. STEEL WINOLOASEE TOC-L-LOC OR POP RIVETED TO PANELSPACLMC. FASTEN TO WOX1-1/2' TB CAGE CALV. STEEL CENTER MINCE RESB)ENIIAL FL 15080 SCREWS ILEAR TVA91ER5 PREPARATIONofJAMBSerorNERSFASTENEDWITH (4) 1/4' X 3/4- HEX HEAD SHEET METAL SCREWS P.S.F. TABLE DOOR Sff I DESIGN PRESSURE I TEST PRESSURE MOM HEICHtIPOSITIVE HECATK POSYTK NECAIRE 18'-0" 7'-0" 18.7 20.8 28.1 31.2 8'-0" 18.7 20.8 28.1 31.2 WITH 1/4- XF 3/4' LONG HEX HEAD SELF SCREW R VMTI 2 PER VERTICAL SALE) O 8' POLYSTYRENE 21' OR 24'LATION OPTONAL HIGH PANEL MOD. 724, 730. GALV. AND, 755, 428. PREPAINIED GAGE ALL STRUTMHSEcnom. OF MODELS EXCBOTTO25 FtIS3k 24CAGEMO750. 755, GAGE CALV. STEEL TTOM BRACKET ACHED wEM 3 STENERS BOTTOM DETAIL 8 NOTE- ALL NON -DESCRIPTIVE FASTENERS SHOWN TO DE 1/4' /4S/8* HEX LONG HD( HHTEIADBNUTS ORSHEETMETAL SCREWS. DOORS SHOWN ON INNS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES 1A-rt, LISTED IN THE TABLE ABOVE NA TESTING TO AN9/DASMA 105-OS.IT i DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. IPro1 10n°I prwia4a on hldba0 ea P.O. BOX 8915 LE ROCK, AR sOR OR 722 9 8915 501) 562-1872 724, 426, 730. 735. 750. 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 2/15/11 RLB TOLERANCE W1 B 1/ 10/08 RLB DE .=>.0115 NEXT LEVEL DATE: DWG. NO. 1/1/07 RLB ANC• t 1 1 11 1 07 99—B-079 E.C.N. I DATE: I APPROV. 2' GALV. STEEL HORIZONTAL TRACK. 18 CAGE OR 13 CACE BASED ON THE WEIGHT OF THE DOOR. USE EXTRAc1/4' % 3/4' Nat HEAD SELF ORILIJPC SCREW- 3/4- % 1-1/2' % IS CAGE MIN. 1/4' X 1/2' LONG fiV6ilACf BOLT 3 NUT GALV. STEEL HORIZONTAL ANCLE. 13 GAGE GALV. STEEL TRACK SPLICE 2) V4 3 4 OR FLAG BRACKET FASTEN TO WOOD tm IJEi % JAMBS WITH 5/10' X 1-1/2' LAC SCREWS. DETAIL D 2' CALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4'-20 X 5/8' TRACK BOLTS. 18GA. (9 X 7). 16CA. (9 X 8). OPENINC NEICHT I III (NOT OVER 63' (9 % 8) DOOR HEIGHT) I (2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) a2' (9 x 7)) 1/2 POLYSTYRENE 37' (0 X 8) (3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 % 8) FOR MODEL 735 --,, J—• •• 20 GACE END STILES - FASTENED WITH FTOC-L-LOCS TO PANEL USE END CAP a I OVER END STIES ON 9 X 8. 21' OR 24' SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12' CALV. AND PREPAWTED STEEL6-0 TYPE NAIL MIN. 25 CAGE ALL MODELS EXCEPT 24 GAGE MODEL 750. 755 T-- 2 LAG SCREW - 5/16' % 1-1/2' SECTION B— 3 20 CAGE GALV. STEEL CENTER STILE TOO-L-LOC OR POP RIVETED TO PANEL 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ASWM IS CAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A-pFORSPACING,FASTEN TO WOOD JAMBS WITH 5/16' % 1-1/Y FASTENED WITH (4) 1/4' % 3/4' LAC SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.Sr. TABLE DOOR SITE OESX,N PRESSURE TEST PRESSURE WIDTH HOGHT POSITIVE NEG rIVE POSITIVE NEGATIVE 7'-0" 22.9 F-26.4 34.4 39.6 9'-0" 8'—O" 19.2 22.2 NOTE: ALL NON —DESCRIPTIVE TO BE BOLTS 6c N 1/4' x 3/4 LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES - pg-51737 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. I72 482-9500 RolA I of En V~'s AAe1 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Prori " om7 for nnNco"n rinAood conALucllon do1nlA. 16 GAGE GALV. STEEL TOP BRACKET WITH 14 CAGE ROLLER HOLDER SEE DETAIL D) 2' ROLLER WITH 7/16' DIA STEM. TIRE: NYLON OR 7 BULL STEEL. (9 X 7). 2' ROLLER WITH 7/16' DIA STEM. ITIRE: 7 BALL STEEL (I % 8). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGEBOTH TRACKS ON S WITH EXTENSION3 STRUTS/ SPRINGS). 3.20GA L GALV. STML END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 CACE. (SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACHED WITH 1/4' X 3/4' LONG HEX HEAD SELF DRILLING SCREWS. 2 PER VERTICAL STILE) THIS STRUT ON HINGE LEAF. SEE O' COTIRTRIALSETINNf OF TOP m BOTTOM SECTIONS. 1- 3/8' POLYSTYRENE INSULATION OPTIONAL FOR MOO. 724, 730 750. 755, 42G 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER SEE DETAIL A) 3' SINGLE CAR) 4'') % 16' AIR( VENTS INCH NW TOTAL OPEN AREA). OPTIONAL. a 7' OR 5' 1 USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HIKE. END STILE d 2. 75' —I DETAIL A 20 GAGE END STIES 1,07 3' 20GA WIDE STRUT 70. N120 GAGE ENDCAPU 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X % DEBRIS REQUIREMENTS N MC FL 15080 9 X 8 P. O. BOX asK. A OR Z"R 72TT2119 89 AR 501) 562-1872 724, 426, 730, 735. 750, 755 112/ 15/11 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR RLB TOLERANCE W1 B 2866 3/10/08dLBFRAC•! 1/64 t .01s NEXT LEVEL DAISoM DWG. NO. 2848 11/1/07AND a 1' 11 1 07 99—B-079 E. C.N. DATE: SCALE NONE PLOT SCALE DRN. BY BH SHT 1 OF 3 13 CAGE STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD JAMB WITH S/16' X 1-1/2- LAG SCREWS 2• CALV. STEEL VERTICAL TRACK BOLTED 10 p4 TRACT( BRACKETS WITH 1 4'-20 x 5/6' BOLTS. OPENINGHEIGHT 04NOTOVER OR HEIGHT) 03 BRACKETS EACH SIDE 03 3/4' X 1-1/2• X 13 DACE MIN. I/4' X I/2' LONG GALV. STEEL HORIZONTAL ANGLE. fJJ IrGE USE EBOLT A NUT 1!/ 4.%R3A/4. HEX READ SELF DRILLING SCREW SH USE ET2ElAL SCREWS• ALV. STEEL HORIZONTAL K 16 CAGE OR 13 CAGE ED1ON THE WEIGHT BY(15X 7) 74' (16 X 8) 42• (18 X 7) SO' (16 x 8) 21'(16X7) 24' (18 X 8) 20 GAGE ENO STILES - FASTENED WITH TOG-L- LOCS TO PANEL USE END CAP OVER END STILES. ( SEE DETAL C) STOP MOULONC HALED EVERY 9' 8-0 TYPE MAIL MIN. 7 SECTION B-B IOCA. COMMERCIAL CALV. STEEL TRACK BRACKETS SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16• X 1-1/2 LAC SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S. F. IAB E DOOR SIZE I OESX71 FRESSWE TEST PRESSURE WONT No" PO'ATWE NECATIVE POSITIVE NEGATIVE 16'-0" 7'-0"+18.7 20.8 28.1 31.2 16'-0" 18'-0" 18.7 20.8 28.1 31.2 DETAIL D 16 GAGE GALV. STEEL 5 STRUTS 1 TOP BRACKET WON 14 3' 20CA WIDE 16 X CAGE ROLLERMOLDER3' 18GA WITS (16 X SEE DETAL D. (SEE DETAL A) — 2' ROLLER WITH 1 7/ I6'$ TDIIA STEM. B 16 7) a 7 BALL SHORT STEM ///// I6 x 8 10 BALL LONG STEM / 5577 UT OPTIONAL LOCK J/ S C7K){ 4 OVEER R9). OF LEAF. SEE DETAIL GALV. STEEL 14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/ 4' X 3/4' LONG HELL HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1/2' POL"SULATIOYSTYRENE ONUPPER OF STFOR BUT OVER MOANDARD DETAL . 1-3/8' POLYSTYRENE 21. OR 24' HIGH INSULATION OPTIONAL PANG CALV. AND FOR MOD. 724. 730. 750, 755, 4T6. PRfPAIEL NTED STE 25 CAGEALLSTRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGEMODEL750. 755 13 CAGE CALV.STEEL BOTTOM BRACKET ET ATTACHED WITH 2LAG SCREW 5/18' X 1-1/2' FASTENERS. BOTTOM eEROVE SECTION A -A ORLOWRCANOLLER. 20 GAGE GALV. STEEL C04TER STILE TOG-L-LOC OR POP RIVETED TO PANEL NOTE: GLAZING OEBRTS i 18 GAGE CALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4• X 3/4' HEX HEAD SHEET METAL SCREWS. NOTL• ALL NON-DESCRPIIVE FASTENERS SHOWN TO BE 1/4'-20 X 5/ 8' HEX BOLTS A NUTS OR 1/4' X 3/4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON 114S DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES Ix-PL 563OI-R-22O3 LISTED N 7ED IN THE TABLE ABATESTINGTOANSI/DASM972 A 105-05. 92-9 5173700DETERMINATIONOF SUTABLITY FORSPECrIC SITES IS THE RESPONSIBD.ITY OF OTHERS. Pr&"Bklw Engln4n: and poM40 Bully for rrifio4lion n4baa comaluelbn a.m4.. OPRONAL SSB CLASS LIGHTS SCONSTRUCTION 7' OR8' 16'( 000BLE CAR) X 16' AIR( VENTS WWI). LONG° PMIa AREA). OPTIONAL /CE. MRSIILES (5 COLUMNS) EMBOSSES CENTER HINGES 3 COLUMNS) USE ONE EXTRA SELF DRILUNG SCREW THROUGH TOP LEAF OF HINGE, END STILE h RAT.. TYPICAL FOR EA04 1.25• --1 I^ DETAIL B 1 2.75' —1 DETAIL A 3. 20CA WADE STRUT ( I6 x 7) 3' ISGA WADE STRUT 16 X 8 20 CACE END STILE f E P 04 0. DETAIL C NOTEDOOR M NUSTTLEBEE INCSTALpLEED OR A ELO EN (MUST ELRfdCE BO7TITOR Y / 116' TRACKS ON DOORS WA1H EXTENSIONSPRINGS). T f FL 15080 16' X 8 P. O. BOx 8915 w 50R DOOR ni a a9l5 501) 562-1872 12/15/111 RLB 2866 3/ 10/00 RLB 2848 11/1/07 RLB E. C.N. DATE: APPROV. 724, 426. 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR TOLERANCE W1 B E71115 NEXT LEVEL DATE: I DWG. NO. CI• : 1' 11/1/07 199- B-079 SCALE PLOT SCALE I DRN. BY r 0 Florida Building Code Online fETT6i Page 1 of 4 RegulationBusinessProfessional r Fbfl DePffWd SCIS Monte I lap in I User Registration Hot Topics I Submit SUMMrye I Slats 6 fans j Publications faC Stag I SCIS Site Map Links Seamh Businesr Product ApprovalGProfessiUSEa: dal Public user Regulation Prooutt Aooroval Menu > P1o0uR m Aoolkatbn SearrT > AooRcatbn 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 L MI Windows and Doors 6S0 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsidinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE GG Validation Checklist - Hardcopy Received Standard AAMA/WOMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Fl Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL27676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 ti Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin a0x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG3S. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC IS40 fin 44x63.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed In accordance with FL17676 R2 11 Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame 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 E 1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 It Install - 3540 SH Fin 44x84.udf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 Rl II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3S40 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +3S/-SO Installation Instructions Other: LC-PG3S FL17676 R2 II 08-012528 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4812S2.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-SO 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 3S40 FLS 36x84 odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 51184981247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI 17676 R2 C CAC APC IS40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.01' Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +3S/-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/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 117676.13 13540 SH 152x72 Finless Frame Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.odf Quality Assurance. Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S13016A 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 HVH2: No FL17676 R2 C CAC APC 3S40 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FI-17676 R2 AE S12141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVH2: No FL17676 R2 C CAC APC(1277SIA2726.01-109-47- Approved for use outside HVH2: Yes R2 C7326.01. 3540.AWS.IG.FIN.48X72.R3S.(072016) 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 F Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 10804.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created 6y Independent Third Party: FEED N® Contact Us :: 1940 Norm Monroe Street. Tallahassee fl. 32399 Phone: 850.407,1624 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, Ilmsees licensed under Chapter 4SS, F.S. awn provide the Department with an email address If they have one. The !malls 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 ernall address which can be made available to the public To determine If you are a licensee under Chapter 45S, F.S., please dick here, Product Approval Accepts: MR Credit 'ArrtSAF__E https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 A-L•1 Validitat I Oparatioiis Adrtiini$Uelar) MI Windows S Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION MI The-ptoduct desaib6d below is bafeby approved for rd5hg-1n.ihe ne:d issue bf the AAMA Certified Pd dudA Diredory: The approval is based. on sucta ssful'0omplelbn of tests, and the rapaftin t4 the Adrnlnlstrator vithe rOsults of t0s0;. a000mpanied by related dravutngs, by an A.AM, Accredited Laboratory. 1. The listing below will be -added to the next publisFied'AAMAtbrtified Producttbiroftry. SPECIFICATION. RECORD OF PRODUCT TESTEDAAMAi1NDIYINCSA10AS2JA440-M LC-134340•414x2134 (36x64) H Negative ;Design Pressure = -60 pst COMPANY AND CODE CPO NO. SEMES MODEL-& PRODUCT' DESCR"ON MAXIMUM SIZE TESTED 3540 SH (FINLESS) FRAME SASH i MI Windows S Qoors. Ll_C 7157 PVC)(ON(IG)(INS GL) 5114 mm x 2134 mm 667 mm x 892 mm Code: MTL RVNF"LT)(ASTM) 3'0" x T'0") 2'10".x 2'11') 2.7hisCe0catioh will e*lre July 27. 2020 (extended from July 27,20.15 per AAMA I03r14a) and requires validation.urftrl then by continued listing in•the•currerd AAMA Certified Products Oirectory. 3. Product Tested and Reported by. Architectural Testing, Inc. ReportNo.: B1910.01-109-47 Date of Report: August 15.2011 Date: April 16, 2015 Cc: AAMA JGS ACP- 04 (Rev. 1111) Validated for Certification h, Aa- ted Laboratories Inc. Authorized for Certification TZ- Q ArnerNA Architectural Manufacturers Association 36" MAX. FRAME WIDTH 4- MAX. ANCIIORS TO BE I // EQUALLY SPACED, SEE ANCHOR CIiART SHEET 1 FOR UNIT SIZE AND ANCHOR QUANTITY O F / 8MAX. RAAiE I ( EIGHT X 1 L_ 4" MAX. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RA77NO IMPACT R477NO t40. 0150.0PSF NONE Number of onchom rogulrodsitselIjamb height' On) Penelwldlh In 24. 0 30.0 30A 24. 0 2 1 2 2 solo 2 2 2 36. 0 3 3 3 42. 0 3_ 3 3 46. 0 3 3 3 54. 0 3 3 4 60. 0 4 4 0& 0 4 4 4 72. 0 4 4 6 76A 4 4 5 64, 0 5 5 TABLE OF CONTEN7S SHEET NO.1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES INSTALLATION DETAILS n6+ S101Q DESCRPTON DER -PMAD NOTES: 1) THE PRODUCT SHOWII HEREIN IS DESIGNED AND WV4UFACTURED 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 THE ARCHITECT OR ENGINEER OF RECORD. 3) 1X 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. V61ND 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 ASTM E13OD-04. 8) APPROVED IMPACT PROTECTNE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE OEBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK. TO BE I4'. 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO 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 $8 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/16"MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALIAIION DETAILS. 12) ALL FASTENERS TO BE CORROSIOp RESISTANT. 13) INSTALLAT1ON ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURERS INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPFCIFIC GRAVITY OF G-0.0 B. CONCRETE — MINIMUM COMPRESSIVE STRF.NCIN OF 3.192 PSI. C. MASONRY.— STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER). SIGNED: 10/ 21/2011 MI WINDOWS AND DOORS IIIIITIIII7j 656 GRANTZ PAMARKET17030=0370ZS.,\5 C8,H';p '9d+i SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT . 36" X. 84 ELEVATION, ANCHORING LAYOUT AND NOTES 0 OF A'*_ o 48' E a 0_ AE4. 372 I are 10/ 17/11 I$"101 OF 3 a RLV O[SCPVt10N Mtt c(,RO`{L 2X DUCK YlOOD FRAMING ^\ BY OTHERS. 2X BUCK TO BE PROPERLY SECURED i FLANGE TO BE - SET IN BED OF 1/4" MAX. 1 3/16 MIN. 1/4' N.AX APPROVED SEALANT SHIM EMBEDMENT SHIM HEAL, 10 BE SET II IN A BED OF APPROVED r #8 WOOD SCREW 1l CONSTRUCHON SEW+T / I INTERIOR 2X BUCK'WCOD FRAMING / ' 1 BY OTHERS. 2X BUCK TO l EXTERIOR - ID INTERIOR BE PROPERLY SECURED 4 • 1 EXTERIOR f FLAtIGE TO 9E SET IN PED OF r s SILL TO BE SET IN APPROVED S,LANT HORIZONTAL CROSS SECTION BED OF APPROVED 2X BUCK4YOOD FRAMING INSTALLATION CONSTRUCTION ADHESIVE 1/4' MAX FLANGE TO BE: - !/—fir- SHIM SCI IN BCD OF _ APPROVED SEALANT — NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTNCRS, NOT SHOWN FOR CLARITY MI WINDOWS AND DOORS 61' UINERvl00DBUCK'TO J VERTICAL CROSS SECTION 50 WESTPASTREET TREN\S GEN,p's+' BE PROPERLY SECURED 2XBUCK4Y000FRAMINGINSTALLATION SERIES 354D FINLESS PVC SINGLE HUNG WINDOW *• 0,.6 26u .* STEEL REINFORCED - NON -IMPACT 36' X 84 • T•( INSTALLATION DETAILS A • 8iATEEE0O'F_•`'` V. L. o c 08- 072 vf-v `/, Ss'/p ONAR1,, ` IWALE.o. cuM NTSan10/17/11 2 OF 3 1A39NRY/i3ONCRETE 13Y 07HERS PTIONAL IX BUCK BY OTHERS, IX BUCk 70 BE G)nPERLY SECURED. BEE NOTE 3 SHEET I FLANGE FO BE SET04 LIED OF APPROVED SEALANT EXTERIOR rU.NGE TO BE SCIIN BED OF 4PPP.OVED SEALANT OPTIONAL IX BUC. Bf OTHERS, IX BUCK TO BE PROPERLY SECURED. SEE NOTE 3 SHEET I o r I 1/4' MAX. SHIM HEAD TO BE SET IN A BED OF APPPOVF.O CONSTRUCTION SEALANT INTERIOR VERTICAL CROSS SECTION MASONR»CONCRETE INSTALLATION SILL TO BE SET IN BED OF APPROvCD CONSTRUCTION ADHESIvE 1/4- MAX. SOMA iRVMsLwwmMIA-rc I fPPRixfo 1 I /4' MIN. 1 /4' M". EMBEDMENT SHIM 3/ 16" TAPCON MNSO`! RY/CONCRETE \ BY OTHERS INTERIOR 2 5%8• II.Y. EDGEI DIST. OPTIONAL IX BUCK BY EXTERIOR OTHERS. TX BUCK. TO BE PROPERLY SECUP.ED. SEE FLANGE TO BE NOTE 3 SHEET 1 SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASCNRY= NCRETE INSTALLATION L+•-, SONRY/CONCRETE NOTE: INTERIOR AND EXTERIOR, FINISHES, BY OTHERS. BY OTHERS NOT SHOWN FOR CLARITf. M650 IWESTNDODOORS R i//. MARKET'STREETPAILro: k// J`S9U1 GRANTZ. 17030-0370 r,•GEN,q; SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW o 66Js.rt+r* = STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS T z D ATOFEOAF :OR10 • ` oaWtt: onnae: L. 08 0132 ssIO s0F 3NTSarc10/17/1I 3 III L1 G\\` L. Rober[o.Lornas AE. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series-3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The above mentioned product -has been evaluated for compliance with the requirements of the Florida- Department of Comniurio Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Teclrnfcal Documentation.- 1. Approval .document: drawing number 0"1372, titled. Series 3540 -Flniess PVC Single Hung 1Mndow— Non- Impact..siglied and .sealed by Luis Roberto Lomas P:E. 2. Test report No.: B1910.01409A7, sigiied-and seated by Michael D. Stremmet,,P.E. Arphitectirral Tes(ing, In. Q-York, PA AAMA Wt)kWCSA 101/I.SMA440-05 Design pressure: +40.10/50.13psf Water penetration resistance 6.06psf 3. Anchor'calculations. report number 511989-1, prepaftd. signed and'sealed by Luis Roberto Lomas P.E. Lifnitadons and Condidons of use. Maromum design pressure: +40.0/-50.0 psf Maximum -unit sae: 36" x 84' Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC: Sash We:and rails arid fixed rr eeting rail reinforcement Roll formed steel. This product is not rated to be used in the HVHZ Ttiis.produit is not IMPaOresistant and requires.inipact protection to wind borne debris regions. lnstaliation: Units must be installed in accordance with approval document, 08-01372- to rtffiratlM of Independence: Please note that 1 don't have nor will acquire a financial interest in any company manufacturing. or distributing the products) for which this report -is being :.*ued. Also. I don't have norwill illacquire it financial interest to arty otherenlity irivolved'i6.thd.approval process of thb listed'product(s). 1of1 pNN i. G E N SF'9cP i 0 5 •* TAT OF ; co,Z i. c`•. 0R10P. NAL rrilll Luis R. Lomas, P.E. FL No.: 62514 11/ 07/2011 j Florida Building Code Online Page 1 of 4 FL17676.16 Professional Regulation r ®rA=M PbdCklDqZnft0r SOS Home I Log In I user Registration ( Hot Toplo I submit surcheege I slats I F. I Publications ( Fat: slaty f acts site Map I ue I Starch I Busines uct ApprovalIOF=ProfessiPubesUser Regulation NymProduct Approval Menu > ProduR or Application Seam > Application List > Application Odaa 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/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 i MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsidinger@miwd. com Brent Sitlinger bsidinger@miwd. com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE m Validation Checklist - Hardcopy Received Standard AAMA/ WDMAICSA 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 i FL A Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC AEC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration'Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other. LC-PG35. Units must be glazed in accordance with FL17676 R2 fI Install - 3540 SH 36 x74 Fin.edf ASTM E1300-04. Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for -use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other. LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Patty: 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 j 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63-odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 n Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports C-mated-by-Independent-Third Party: • •• 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant* No O8/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 H Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 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 ASIM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Fl 17rir n7 It I..6.11 _ xtn r11 M.. u na .At Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports ICreatedbyIndependentThirdParty: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +25/-25 05/26/2020 Installation Instructions SH FinOther: R-PG2S. Units must be glazed in accordance with FL17676 R2 It FL17676 111 II Install - 3S40 ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 a2 C CAC APC 3540 FLS 36x74.od Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure:•+35/-SO Installation Instructions Other: LC-PG35 F7 17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118S4B 12S2.odf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finiess Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 36x84.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +40/-SO 07/27/2020 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 AE 511989 3540 FLS 36x84.odfFl17676g2 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 Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-47 08/28/2017 Installation Instructions Other. LC-PG35 FL17676 R2 II 08-01247B 10 odf Verified By: Luis R. Lomas, PE PE-62S34 Created by Independent Third Party: Yes Evaluation Reports Fi 17676 AE 511849B 1247.odfFIL2 Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fi 17676 R2 C CAC APC 3S40 FLS 48x96.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +30/-30 08/28/2017 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013718 11 odf Verified By: Luis R Lamas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 511988E 1371.odfFL17676 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 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/-3S Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified Sy: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE S1301SA 2269.ndf Created by Independent Third Party: Yes 17676.13 13S40 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS S2x72.odf Approved for use outside HVHZ: Yes Quality_Assurance Contract Expiration Date. Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other. R-PG30 FLIZ676 A2 lI 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports I Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limitsof Use Certification Agency Certificate Approved for. usein•HVfii: No FL17676 R2 C CAC APC 3S40fLS 52x84 Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other. R-PG25 FL17676 R2 It 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 AI= S12141 3S40E2 Fls S2x84.ndf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ- No fl-17676 R2 C CAC APC(127751A2726.01-109-47- Approved for. use outside HVHZ: Yes 82 C7326.01 3540.AwS.IG.fIN.48X72.R35.(0720161 Impact•Restslant:.No• Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other. R-PG3S. Units,must.be glazed in accordance with 07/20/2016 ASTM E1300-04. Instailation Instruction's _ FL17676 R2 II Install Instructs - 3S40 SH FIN 48x7 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agengf Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design P.essuri: +35/-50 Installation Instructions Other.. LC-PG35. Units must be glazed In accordance with FL17676 R2 II Install - 3S40 SH CHS Fln 10804.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: aarst 11® CA" OdjIS:: 1940 I'loft Nwroe Street ThIlahassee32199 Phone: 8SO-487-1324 The State of Fl rlda Is an Ak'W0 empbyer. Coovnoht 2007-2013 State of Florida.:: Privacy Statement :: ACoeasibMty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request. do not send electronic mail to Oft entity. Instead, contact the ofike by phone or by traditional mall. If you have any questions, plea contact aS0.4e7.139S. -Pursuant to Section' 4SS.275(1), Florlda 5dbftes, elective October 1. 2012, licensees licensed under chapter 4SS. F.S. must provide the Department with an email address 9 they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply • personal addRss, plane provide tlne Department with an email address widdn can be made ava0atde to the public To determine If you are a licensee under Chapter 4SS. FS., please dkk b=• Product Approval Accepts: Credit Carri SAFE https:// floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 A•L•1 Varidawr / Ove+e Adrriintstrabo[} MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030.0370 Attn: Rick Sawdey AAMA CERTIOCAT.IQN PROGRAM AUTHORIIRODUCT CERTIFICATION The' productdeied•beiow is fiieretiy epprwad tot fislimg lri t11e next issue of Q e AAAAAt. ertTGed Piixiui2s Oitei3crjr. Tlie approval Is based qn su il ocgnpletba qt Bests, arx! the portilrg W the AdmlydA#artor of the Iesulls' oR.tPsts. aoo allod by related drawirrg5, by' an AAMAAoge0ed Le*atory. . 1. i'he•Iisiing below vfftie added'oo the neoe pubildied AAMA CeitrW Products -Directory. ftECORD OF PROIDJU6T TESTED SPECIFICATION AAIIAAJWD1iAAlC$ A1pU $:?JA44a08 LC + G35 Z73t71 IS6T ('Idit!AA Negative Design Pressure- -SO PSt COMP WAND CORE CPO NO. SERIES IINODt L. &PItOOUCY' ° OE$ CRIPi1GN MApMUM S12k: ED 3S40 TRIPLE SH (F1N) FRAME SASH MI IAlleidows a Doors; Irtc. 10817 PVCxOlX.0)X.o)X)(IG) 27311itm x 106 .Mn 860.mM)019'etm CaUTL JWS GLX tEN1P)(M` )iASTM? air. x ft") jtltY x 9' 1 2. This 0eacationvAll expire ApHIA2, 2017_and'requires validation until then by oontlnued listing in the currentAAMA'Cerdriied Products'Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C732741409- 47 Date of Report: May,7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 ( Rev. 1111) Validated for Certification A Aa- fed Laboratones; Inc. Authorized for Certification American Architectural Manufactumrs Association 2' typ. 2' typ TF 2' o.e. max. L n jj-&WCLEARANCE ALL FOUR SIDES) ELEVATION 108' THING Min 'Edge Distance JAMB DETAIL HEAD DETAIL Anchor Sao Sectio; Dkai o) t t.r i i Mtn! Edge i' Notes: 1. Installation depicted. booed off of strulAurol test report C7327.01-108-47. ASEADERNEEDED! 2. Wood screws sholl satify the National Design Specification for Wood Caulk undo ENTIRE Construction for material type and dimensional requirements. perimeter• of. Nailing M before 3. Wood buck installations are assumed 2x fastening. S-P-F (G-0.42) or denser.. Buck width @hall be greater than the window frame. width. Tapered or partial width bucks ore not allowed. Wood• buck shall be secured to the stricture to resist all design loads. 4. Wood or -raw lengths sholl. be eufficient to guarantee 1-1%4' psnstrotion Into wood buck. 6 Maximum shim thickn@se.,of 1/4- ppeertnittod of each toetensl location. Shims shall be load bearing. non - compressible type. 8. These drawings depict the-detoHs necessary to most structural toad requirements. do not address the IM AS air innitroilon. water penetration. intrusion ql,qREp or thwmal ppeeAortnonce tgqujmments of the Inslailolion. DRYOU 7. Installation shown -to that•:of the Rest window for the a •shown- and the design pressure timed. For window V., .. , ,. ....... %,.iOYM WITN 1/2" sizes smaller thon shown,. locate SHEATHING) MUST•ACHIEVE f-1%4- fasteners approx. Y from comer and PENETRATION:INTO STUD.. no more than 12' oh center. Design pressures of smaller window sizes are It.wt.A /.. 41v 6 .I Ik. t." J..A- SILL DETAIL SO MID DESIGN- PRESSURE' CHART FAST NER TY .MD:SPACDJG XM Will ALLOW DESIGN! PRESSURES UP TO +35/-50 UNHS. UP TO lOr x 74' SEE TEST REPORTS FOR INDWIDUAL UNIT.SIZE .AND APPUCABLE DESIGN PRESSURE UMITATIONS) now" ;tomIins INSIA,gqTION .INSTRUCTIONS V.M.R. 8i20-09 do FASTENER SCHEDULE — FIN— ' • : ;@ wHicH Wlndowe & i3rflf2, F 1/2' FRONT FIANCE) oil 3540 ;.Single Hung NONE • is s 1 Continuous Head and Sill sH CN RN NOTES: 1. THE PRODUCT SHOWN HEREIN IS 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 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 IX 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. II. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PR07ECTIVE SYSTEM IS REOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 86 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. RENsoRs I REV I I DATE I APPW4D 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM -SPECIFIC GRAVITY OF G-0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW. 3500T, 3500SDUTES. 3500SP, 3540PX. 3540T, 3540SDLITES. 3540SP. 3250PZ, 32507, 325OSDUTES, 3250SP. 3240PW, 3240T, 3240SDILITES. 3240SP, 3500HPPW, 3500HP7, 3500HPSDLITES. 3500HPSP, 3580WP, 3580T, 358OSDLITES, 3580SP. S-3500PW, S-3500T, S-350OSDIUTES. S-350OSP. S-3540PW. S-3540T, S-354OSDL1TES, S-3540SP. M-350OPW, W-3500PW, W-3500T. W-3540PW. W-3540T, W-3540SDIL17ES, W-3540SP, 1255PW. 1255SP, 128OPW, 910SP. 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. Thjw'lCFLe"t.b QVS-5 V 4 SIGNED. 0211712016 MI WINDOWS AND DOORSR o, 650 WEST MARKET STREET GRATZ. PA 17030-0370 J S • • ' • • lq GENs .S SERIES 3500 FIXED WINDOW 0 6 TABLE OF CONTENTS 96" X 60" NON -IMPACT E ' ate ATOf SHEET NO. DESCRIPTION NOTES i'A . EEI Rcv au+rw, No. 1 NOTES owo N.G. OB-02859 NAIL \\ 2 ELEVATIONS w u NTS °ATE 02/04/16 -1 OF 3 l 1111111/ 3 INSTALLATION DETAILS _ 2' I Ff HI 96- MAX. FRAME WIDTH MAX 10' MAX O.C. 2' MAX 22- 10' MAX 0. O.C. AX. CHTIGH SEI FOI 111 OFOF 1 SERIES 3500 FIXED WINDOW 2 MAX J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES. 1. MAXIMUM D.L.O.: 92' X 56" 2. (2) 1' X 1/8' WEEPSLOT AT 2' FROM EDGE OF SILL FACE I NNghl CHART p1 NUMBER ANCHORS RrAS MS IRvDCSCXWMMI. a1[ I A PW4D MI WINDOWS IAND DOORS 650 WEST MARKET STREET GRAT2, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION DRAW! D1A MD. N.G. 08-02859 VAX NTS IDATE 02/04/16 1 SHM2 OF 3 SIGNED. 0211712016 v .pEHs .U+.. oAT 6EOF • REv 'OF•';0R10P• i iss/ONAj1 0` APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE p6 WOOD SCREW APPROVED BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY 07HERS 1/4' MAX. SHIM SPACE WOOD FRAMING BY OTHERS 86 WOOD SCREW 1 1/4' MIN. EMBEDMENT T- APPROVED SEALANT BEHIND FIN 3/8' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR I ocseavmn I Lua I — JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4' MAX SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FWLSHES. BY OTHERS. WOOD NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCfwmA8TME2tI2',I^ 1\ FI f2 L J V/'7FRAMING BY OTHERS b l. O LA SIGNED: 0211712016 n KED DOORSM650WINDOWS C, Ilk to EST STREETN GRATZ. PA 17030-0370 ITCEN,4..Lp SERIES 3500 FIXED WINDOW X 60' NON—IMPACT'rFIN696" VAT9INSTALLATIONDETAILS0OF Ar oiuww: aw wa ncv N.G. 08-02859 — iI s; .'L7.OR ... G _N i7SlONAj1 SCAU NTS °`tt 02/04/16 91 3 OF 3 Florida Building Code Online Page 1 of 3 18504.2 Business :'Professional&'Professional Regulation r SOS Mome I Log In I user Registration I trot Topics I submit surclustga I state !1 Facts I PubticataIts I FaC stall I aCls site Map ! Links f search I Invida pr* Product Approval usEa: Publk then i:'• Product Approval Menu > ProAutt a Aoelleatbn SearM > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Q Product Manufacturer MI Windows and Doors Address/Phone/Email 6S0 West Market Street Gratz, PA 17030 717) 36S-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer f7 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62S14 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G 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 FL18SO4 RO COI FL COI.odf 1710.S.3 Method 2 Option B https:Hfloridabu ilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 COMBINED WIDTH WI -jr W2 A' / i FRAME HEIGHT WINDOW WINDOW MULLION SoAN) / 1 107 3/8' COMBINED WIDTH wl -1- W2 83' FRAME 'WINDOW HEIGHT WINDOW MULLION SPAN) / 107 3/ 8" COMBINED WIDTH w1 --{r W2 FRAME WINDOW WINDOW HEIGHT MULLION t07 3/8" 107 3/8" FwCOMBINED WIDTH COMBINED WIDTH I -- w2 w1 --il W2l- 11_ ! I ! 83' WINDOW / 83" J WINDOW I FRAME WINDO %WINDO FRAME HEIGHT HEIGHTLVlffiWNDO MULLION l ( MULLION SPAN) SRAN w1 III-- 1v2 wl h- w2 107 3/8' 107 3/8" COMBINED WIDTH COMBINED WIDTH Dwgn Prostyle sting (pd) Units smAorod Into wood Aomin Mullion span (In) TN 18.13 23.50 ut2ey Id 35.00 1 4200 n 4ti00 5213 Moo 130.0 130.0 130.0 130.0 I 130.0 130.0 7.38 130.0 130.0 127.2 121.0 127.0 127.0 49.o3 120.7 94.3 77.9 73.8' 72.1 72.0 6200 924 70.6 56.0 61.5 48.8 47.4. S5.S3 815 65.8 51.7 47.3• 44.4 43.0 7200 77.8 58.7 45.6 41.a 38.5 37.0 00 021 45 33.1 " 2B. t 28.3 24.9 RN61pN5 Rrty D(ScrapToN WE APPROVED I A REVISED INSTALLATION DETAILS 08/07/15 1 R.L. F_ 107 3/11' COMBINED WIDTH WI W2 83' WINDOW / FRAME / HEIGHT /j WINDOW MULLION SPAN) WI W2 -I 107 3/8" 11 COMBINED WIDTH ' APPROVED CONFIGURATIONS MULTIPLE UNI75 MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "-AS SHOWN HEREIN. Design Pressure rating & 7 Units anchol9d Into in eonaote Mullion Ran On) 7dbutarywid 111.13 2130 1 X00 14200 In 4&00 1 S21J 2100 130.0 130.0 130.1) 1 130.0 130.0 180.0 37.38 130.0 130.0 130.0 130.0 1 0.0 130.0 49.63 130.1) 130.0 130.0 130.0 130. 0 130A 6200 130.0 116.4 7.8. 79.3 73.9 71.5 6603 130.0 96.0 729 65.5 60.5 W2 7200 99.3 72.4 54.0 48.1 44,0 420 8"COD 821 45.0 33.1 28.1 26.3 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL 0. WIND ZONE 3 DIMENSIONS IN CHARTARE 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 DP CHARTS D"m Dv2 NO. V.L. 08-01445 M&E NTS Wa 01/11/12 -2 OF 3 SIGNED: O&V7,2015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@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 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supposing Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8' x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind-Bome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). loft o%lI I111111il N J S R • L 0 qfir' E NSF 051 tic= It tAT 0 F i4/ ONA 11\ Liris R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online S Page 1 of 2 Business RegulationProfessional d Kn Nome I too to I user rm tteg; m th)n I HOt T0*5 I Suhrnit Swdw" I Stat 9 Facts I pultltatWro I FBC Start I SW SUS Map Links I SM0 1d nnBusn7 ' Pro ssi Produet Approava1 UM&I peer 910110 s s daliligl!!ro s App11tstlon Oepq', FL g FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Emall 5140 W CLIfton Street Tampa, FL 33634 813) 684-0444 lyle.pestow0aan-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Calory Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W- Evaluation Report - Hardcopy Reoelved Florida Engineer or Archlitect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. Y Validation Checklist - Hardoopy Received Certificate of Independence $J201G :try = Certificate jXjnA enoe.odf Referenced Standard and Year (of Standard) Veer ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D h4s://www.floridlabuilding.org,/pr/pr_app d J.aspx?param=wGEVXQwd)quJEQf8P6a6FJ... 7/20/2015 AMMCAN CONSTRUCTION MOM 5140 West Coon Street Tampa FL 336M TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance vn'fh the Sth Edition 12014) Fafdo Bdlding Code excluding the High VeWty Hurricane Zone "Z). Z, product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shol be beyond wag dressing or stucco. 3. Site conditions not covered by this dravang are subject to further engineering analysis. 4. Waod/CMU wadi construction, by others, must be designed property to receive loads from the soffit and/or 7 x 7 batten strips. 5. Alundnum soffits shag conform to the requirements of FBC Section 1404A] and labeled according to FBC Section 1710.9. SHWO pESCRf WN devalidns a notes 2 pwo de - . 3 Soffit detals a design 4 somt defols a design S soffit detoK deMn prey a bl TRWIE 1 W12(4115'91QR Ti014(A VV" QUAD 4 G- 012011VIAM 6 :45 15^ rylrl Ilp 8a> Lit ttt JK a on LFS 3 MW 8FL-12a19.1 U S AR "'A ' SOAR-" 1 SPAN " A ' ROOF OVERHANG ROOF OVERHANG ROOF OVEtFWdG z 9 E' u ci ROOF ROOF ROOF i •' J ' 1 8 g : MWG FRAMN FRAMIIW '" •%-' . 3 A ALUMMN l ALUMINUM 1. FASGA 3 TRIM TROT' -. ` 4I Loh1 I:NU OR -- SOFFIT J Emu OR `` . 1. two OR V F> SOFFIT N000 5 DEFM'C J FRAMED SffoeM'A' fRA 'kASEEDETM'A' FRAMED SEE DETAIL' B' ..g OEWL' 0 SEE l7ETM' C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS_ SIDE VIEW - SINGLE SPAN w/3-CHANNEL Alto shor+n wl Mmlhartdrq aiale+et) (SWAP "/ buzmafty ammemi (go" tmwrmft anagm) e ull JINGLE VAN LENGTH A" RESIGN PRESSURE (PSF) POSIFIVE INEGArfi Ir 70.0 . 141.0 INr 60.0 60.0 Ir 50.0 50.0 le 39.5 is• 30.0 30.0 Molt: WOOD FRAMNG AND OONIQCRONS TO BE BY THE ARCHOTECF OR ENGIEER OF RECORD DETAIL" B " F-Cho mel mm MAIL ATTACHED THROUGH FASCIA NOTE A 16' O.G MAX FOR SQUARE CUF OVERHANG, r 1RTM 80TFO FASCIA RAT AGAINST PAW A OF FA STAPLES MAW 0 ENDOFPAME.AND C MAX Or- SEEDEFM-J•.SHEET5J DETAIL " A". FOSQO STAPLES NSTAIIEO 0 21COr- (INTO WOOD) ON FCHAJM LEG OR T•MAO. 0 Ir D.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 017O•C. (INTO WOOD) NFCFWNaSLOT ORT- AL017O.G INTO WOOD OR MASONRY) SCAM LOCATED 24' O•G WO FRAMING I MAX. s 1'" MM AX. .f STAPLESMALLS] a l2.O.G (INTO WooD1 N J• CHAMTIa SLOT OR I-HM 017 O.C. DETAIL " D " Channel Fascia STAPLES INSTALLED 0170-C. IMTO WOOD) 3 • c INXHANNE. SLOT OR T-NM 0 I2' O.G IN10 WOOD OR MASONRY) STAPLESLOCATED $: , 24'O. C.NTOFRAMING a Oz' . MAX.ci I B MAX 3 DETAIL C d J- Chomel a aia0 04 berm or: JK a SUBSTRAIEIIOTES: pOC•1M LFS Iq 1. WOOD SUBSTRATE G - 0.42OR BETIEt woo wL R 2. MASONRY SUBSTRATE UM PS CONCRETE (ACI 30I ) FL-12019.1 OR HOLLOW BLOCK (ASTM CPO). sum . J 5 n MARX4 FASCIAA21S MAL 3105- H14 ALUMINUM l A15STMAL3105-R24..."ALUMPIUMF2_ F CHANNEL A155'THK.AL3104-H19 ALUMINUM, QUAD 4PANEL .0115 OR .0135 THIC AL 3105 ALUMMUM TRIPLE 4 PANEL 1.0115 OR .0135-THICK) AL 3105 - '- ALUMINUM 7 AI5xI-VCTRIMMAIL Ss B lr1• GA. X 1/4-SS STAPLE / 7/S MIN. EMB SIM 9 '. 7 X Y WIEN STRIP (G=.420R BEnEIt) ' •' WOOD 10 APA B C. GROUP 1 Em 15/37 PLYWOOD OR BEMBR WOOD 11 ' 07* DU1. T-NAIL / 5M MIN. EM WM - S1EEL 12dX1V4' HD. GALV. STD COMMON MAIL 024'O.C. W/ t ve MIN. B a DETAIL" H " IX2 VERDCAL FRAMING (G -0.421 ATTACH w/ 241d COMMON NAILS STOP TO ROOF FRAMING STAPIS MALLED O BID OF PANEL AND r MAX. O.C. SEDETAL•rl MAX. LWAIL " J " i fa 1 a o ROOFCVB"G SPAN' A • ry( Illflul F $, o I RooF SE06AL'B• Z g t V:$b: MX3-I/,r (-i-'ts r__ f - ==- Emu04' HD. GALV. Sim 7 - i w000 . COMMON Na 0 2f O.G SEE COAL' A- __/ A FRAMED w/ T.T/4-Mot e a po I CONIBIUOUS SEEDFTAIL'H- BOATTBIle1 4 SPAN STAT4ESINSTALLED9 SIDE VIEW - DOUBLE SPAN w/BATTEN.; 4BID OF PANE. AND '" (ShbW6 W/ vvwnsmin9 cw4lift-) r' MAX, OC. SEED0AL-Jj L"I" TWIN SPAN LENGTH w/CONTINUOUS BATI101 A- DESIGN PRESSURE (PS) P031(IVE NEGATIVE t4• 70.0 70.0 ter t66.5 66.5 2W 60.0 60.0 2T 54.5 54.5 24' 50.0 50.0 sEE OETAIL' G' • R eEET y fr- SEE NOTE 2 Olu on WOOD Sff~OETAL•' 1' 11 FRAMED SEE DETAL'A SIDE VIEW - DOUBLE SPAN w/BATTEN ooFrr¢cTOR NOTES ( Sum" w/ 0uo/ft r* 9 0^9) 1. WOOD FRAMING AND CONNEC IONS TO BE DESIGN® SUBSTRATE NOTES: BY THE ARCNDECI` OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G e 0.42 OR BETTER 2.12d COMMON NAIL OR Wr (T1N TAPCON CONCRETE SCREW 2. MASONRY SIIBSIRATE 5 PSI CONCRETE (ACI 3D11 MIN. I-I/4' "ElDMBq O 24' ON aNm OR HOLLOW BLOCK (ASTM C901. arc vn L.F5 o, FL-12019.1 Florida Building Code Online Page 1 of 2 Business & Professional Regulation secs ttoma I top in I user Reehtrauon i tat Topks I sWXWt surrhme I smts a Facts f wencauons I Fee Stan I anS Sin MP I unks I search Is B.usines j(/y, Approvat S '" txsewftucuserProf Regulation ProAnd a Mdtcatlon Sevrm > > /1pO11catldn... FL # FL1630S-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Arrhtved Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollinseadasrooflng.com Authorized Signature Meidrin Collins mcollins@atlasrooflng.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 i 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 12131/2020 Validated By LockeBowden R Validation Checklist - Hardcopy Received Certificate of Independence FLI. 630S R4 COT ATL3607 4'2014 FBC Produdt Evaluation SShinales.odf Referenced Standard and Year ( of Standard) Standard Year ASTM O 3161 2009 ASTM D 3462 2009 ASTM O 71S8 2008 TAS 100 199S TAS107 1995 Equivalence of Product Standards Certified By Sections from the Code https:llwww.floridabuilding.orglprlpr_ app_dtl.aspx?param=wGEVXQwtDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Pfoduct Approval Method Method 1 Option O ' Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FSC Approval 07/05/2015 Sumrtiary of Products FL d Model, Number or Name Oesaiptton 16305.i Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of use Installation In Approved for use in HVHZ: Yes E116405 Ra It.ATLi3t102.A 211i4 F8CMilt ct Ebaluatlori Shlrioles.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by independent Third Party: Yes Other. See evaluation report for limits of use : Evaluation Reports R4 AE J17L1C2:4.2014 F8C Produti Evaluadotr 5fh1l1nafes• Created bbyyfIndependent Third Party: Yes Ttw Stato of FtnAda h an AAMM WM*V&r: 'M^-"^y ,jam :: FMaev St. tenyot ::• ;; Under Florida law. emeu addresses are "Ic records. If you do not ward your e-mall address released In response to a publIc-retards request, do not send elemont mall to this 0". Instead, aDreatt the also: by phone or try traditional mall. V you he.* any quesdons, please contacta50.497.095. 1"uent to section 4SS275( 1). Rod" Stebms, a tettive 000ber 1, 2012.0=4= Ikalsed under Ctaoter 455. F-S neat provide the Oepartrrrcnt wGh an ema0 addrm d they have one. Win ertgOs provided may be used for official tammunkatlon with the SoatXa. however ema0 addresses are "k rcmrd. If you do not wish to supply a personal address, please provide the Oeparanam wbh an snap address which can be made avallable to the pubnc To detennina If you are a Iheruee under Chapter 4S5, FS., please dkk b=. PrbduCt Approval A¢eptin feettait wawa A' https://www. floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT ._. FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Roofing Subcategory. Asphalt Shingles Code Sections: 1507.2.5, 1507.Z7.1, 1523.6,5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES EntityReport No. StandardYear PRI Construction Materials Technologies (TST5878) ATL-079-02-01 09g95TASM1073161 PRI Constriction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM 073161 0009 95 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 • 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5876) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01' ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 D 3161 20009TAT95 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1996 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASSMOD 3161 20009 TA' 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASSMOO 3161 1009995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM D 3462 2009 Page.1 of 9 ATL13002.4 FL 16305-114 _...._ - _ This evaluatibii W Or(is provided for State of Florida product 'approval under Rule 61G20.3: The fnariufadurer shalt notiy 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 LLRED 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 Tddmologies (TST5878)' ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-61 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7156 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-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-Cul& Hip & Ridge ASTM D 316l , 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- 60i ated, self-sealing sealant stripe -that complies with ASTM D 3462: ProLAM'm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Plnnacle0 Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfieid, Hampton & Meridian) StortnMaster® Shake ASTM D-3181, 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 1630540. _ .. _ . _ t? 942019. This evautlon report is provided for State,OCFl prodirel approval under Rule 61G20=3.: TAe rnamdachlrer 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 amply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION _ , GlassMasterO 30 & Basic Wind Speed (Vwj: Tough -Master® 20 Basic Wind Speed (Vom): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ); Installation (Non-HVHZ): L__ ATL13002 4 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. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12.• Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either-4 Nail Pattem' or '6 Nail Pattern' detailed below. W 41 Nate we 12- _- _1 1-2• + 12--- j Figure 1. GlassMasterO 30 & Tough -Master@ 20 4 Nail Pattem (Non-HVHZ only) 12- --+ 12" Figure 2. GlassMaster® 30 & Tough -Mastery 20 6 Nall Pattern 3of9 This evaluation report'is pruMded for State of Florida product approval under Rule 61G20-3. The manufacturer shall rtotffy.q! Eg KTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use. or other product attributes that are not specifically addressed herein. C:REEK TECHNICAL SERVICES, LLC ProLAM"' Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vwd): Deck (HVHZ): Deck (Non-HVHZ): Und6ilay'ment 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. lid 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. mur i. u Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) a::.. _ .. _ .. r,ua erarr..aonr uen err M Fa L - - Figure Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern FL Tliit'tvgu'aTo ribport•Is-provided for State of Florida product approval under Rule 61G20-3. 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 U" warranty. installation. recommended use. or other product attributes that are not specifically addressed herein. C-RE*EK TECHNICAL SERVICES. LLC Pinnacle® Pristine & Basic Wind Speed (Vma: StormMaster® Shake Basic Wind Speed (Vasd):. Deck (HVHZ): T- P ATL1 Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ)t Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shinglos Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below; Installed with 6 in, exposure in accordance with FBC requirements and • manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or *6 Nail Pattern* detailed below. MAR 1 Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 3s VA >zP sw-%b sV hM yr ,. 0 0 0 0 0 0 0 0 0IC—Cm===Qc 0 0 0 0 0 0 0 ,.. ro•oo1210000 coo IM Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern FL 16305-R4 or 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. C•RE EEC TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vw): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Undedayrrient 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. 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;.OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance .with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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 manufacturers published installation instructions. 'Shingles shall be attached using either'4 Nail Pattern* or'6 Nail Pattern' detailed below. Figure 7. StortnMaster® Slate 4 Nail Pattern Figure 8. StonmMaster® Slate 6 Nail Pattern ATL1901M.4 _ FL 16V§!R4 __ _ Page 6 of 9 ThTs'evalirMdn iepo 1sprovlded 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. Thisevaluationreportdoesnotexpressnorimplywarranty. installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (Vwj: Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non4lVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ).' ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.; plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below.. ir 1 Figure 9. Pro -Cut@ Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation repdrils prdvided 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. SCREEKTECHNICALSERVICES, LLC Pro-Cu* Hip & Ridge Basic Wind Speed (V,a): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7116 in.. OSB existing construction. Underiayment: 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 from the prevailing wind.: away 12 ga.1-1/2" ring shank nail Figure 10. Pro-CutO Hip &Ridge ATL13002-4 FL 16305-R4 Page 8 of 9 ThirevaTuation 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. MC R EE K ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICALSERVICES, 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 8 C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT _._ ... . The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode501Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. I'r''"'' 2015.06.2s.• ( Ft: i E 912.55.48 ' J4 -74021 0400' STATE OF O R.tO' ? Zachary R. Priest, P.E. Florida RegistrationOrganization No. No. 021 71CERTIFICATION 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 16305-R4 Page-9 of g This evaluation report fs 'provided for State of Fbrida product approval under Rule 61G20-3. The mariufadurer •shall Hotly CREEK TechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT CertiAote of Authorization No. 29824. 17520 Edinburgh`Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE St" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267• Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5,1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES* Entity PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials'Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies gST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (17ST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constnstiori Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104.02-01 ATL-106-02-01 ATLA06-02-01 Rev-1 ATL-107-02-01 ATL-107-02-01.1 ATL-109.02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123.02;01 ATL-125.02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135.02-01 PRI Construction Materials Technologies (TST5878) ATLA36-02-01 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 (rST5878) 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-M PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATL13002.4 F.LJAW5LR4 Standard A -D 3-D 3i61 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 0 7158 TAS 100 ' ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7168 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 This *evaluation report Is pro AdedJor State ofFlorida product'appidv4A0nd&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 raport is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0A RE K ATLAS ROOFING CORPORATION sphalt 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 (I ST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 AASTSMO 3161 200009 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterO30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161. Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed., thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462.' Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161. Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Dangerfreld) 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. ATI-13002.4 _ _ FL 16105-R4 Page 2 of 9 This evaluation nFo6ft'is provided for State of Florida product approval under Rulei81G20-3. 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. 0,CR TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (VW: Tough -Master® 20 Basic Wind Speed (V d)' Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ).. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood• or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch-exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using. -6 Nail Pattem' detailed below. _ Installed with 5-inch 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. Nails ....... h_ 1 h-12'—`+-12' Figure ll. GlassMaster630 3 Tough-Master0120 4 Nail Pattern (Non-HVHZ only) 1 _ Nails 120 12"-12"-12"— Figure 2. GlassMaster@ 30 & Tough-Masterta120 6 Nail Pattern ATL13002A FL 16305-R4 0 1 tge,3 of 9 This evaluation report is prorrded for State of Florida product approval under Rule 61 G20-34 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. NCREEK: TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (VW: Basic Wind Speed (Vew): Deck (HVHZ): Deck (Non-HVHZY Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions.• Shingles shall be attached using either '4 Nail Pattern' or'6 Nail Pattern' detailed below. mu wmar ire 12Vr.'. r TIT N' 0 co 0 0 0 0 0 0 0 0 0 0 0 0 0 evr Figure 3. ProLAMTM' Architectural Shingle 4 Nail Pattern (non-HVHZ only) r .a.s L3'nwC. r itiW Gil Figure 4. Pro-LAMTM' Architectural Shingle 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 4 of 9 This evaluation report"is provided'for'State of Florida product approval under Rule 61G20-3. The manufacturer shall notify 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. CFEEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vo): StormMasterOD Shake Basic Wind Speed (Va): Deck•(HVHZ): Deck (Non-HVHZ): Underiayment 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. 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 Pattern' or '6 Nail Pattern' detailed below. Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) rx r Loa o_oo.g0000.' Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002.4 FL This evaluatlor report is,provided'for State of Florida product approval urider'Rule.6113211a3: 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 nut specifically addressed herein. SCREEKTECHNICALSERVICES, LLC StormMaster(ID Slate Basic Wind Speed (Vwt): Basic Wind Speed (Vesa)c Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max.- 194 mph Ma)e150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2: 12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern" or'6 Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002- 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacfurer shall notify CREEK TechnicalServices. 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. CREAK TECHNICAL SERVICES, LLC Pro -Cuts Starter Strip Basic Wind Speed (VA): Basic Wind Speed (Vaud): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): rvr r ATL13002.4 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. 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 in accordance with RAS 115 and manufacturers published installation instructions: Shingles shall be attached as shown below, Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall -be attached as shown below:. Ir 11M.1.1rr Rn drL n0 w y. ri j— • Figure 9. Pro -Cut® Starter Strip 7of0 This evaluation report Is:pm0 dYocSIaFe"of'Ftorida produd"appio4FW,Uhder Rule 61G2& The manufacturer shall notify CRE. K Technical Services. LLC of any product changes. or quality.assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (VmJ: Max. 194 mph Basic Wind Speed (Vasa): 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" 12 ga. 1-1/2" ring r shank nail 4. T 12" 6" r t Figure 10. Pro -Cut® Hip & Ridge ATL13002A FL 16305-114 • rage a of y This evaluation report is•provided for State of Florida product approdal under Rule'61G20-3:• The marnrtacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor Imply warranty. installation. recommended use. or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this,evaluatcon.. 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 Iri accordance with FBC requirements.: 3) The mean roof height shall be restricted to a maximum 33 It in the HVHZ. 4) Classification to ASTTM D 7158 applies to exposure B 6 C with a building mean roof height of 33-R or less. 5) Deck substrates shall be clean, dry, and: free from any irregularities and debris. All fasteners in the deck sha4 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 w*compliant detail shall preval. 8) All products listed in this report shall. be manufactured under a quality assurance program in compliance with Rule 61G20-3: COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E.'have demonstrated compliance with the Florida Building Code 501 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. G ' r• No. 74021' STATE 'OF A" o a t o NGN Q VAiII+` 2015.06.2 12aG 9 1. 2:55:48 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 d 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 wig acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT FL 16305-R4 lfils'evatudtibrt•tiepon aoes•not`m ressnor specifically addressed herein. Of 9 Tare not Florida Building Code Online Page 1 of 2 RegulationBusiness & Professional ecis iome I w cn I user aeon i noc rows I t i5S Pry i 1 Productrovaluser utition Suaroc SwtwMe I sau a FaCM I Pula a nWre I FDcSW I 'ecas spa wp I uma I 'sanfi Fl_p FL15216-R2 Application Type Revision Code Version 2014 Application Slaws Approved Comments Ardllved Product Manufacturer InterWrap, Inc. AddresslPhone/EmaO 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mwpas®interwrap.com Autlwrized Signature Eduardo Lozano elozenoWnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozeno@interwrap•com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen ^ the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11117/201S Validated By John W. KnezL-Ach, PE Sa Validation Checklist - Hardcopy Received Certificate of Independence p,,316 $2 tb .21T15 t)1 CAI Nlemlr en.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1S07.9.3 1507.9.5 T1507.8 https://www.floridAuilding.org/pr/pr app dtl.aspx?pamm--wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online U(Y,.Ae.r Page 1 of 1 1 _ Business & Professional Regulation pp pia— acts K&TtO I wo to I user "tsftdgm I "a Topim I Suamle S ocname I State a Fans I PutinOtlam I Fat Stab I SM she Ma links I SWIM I Bvs1 Ice roduct ApprovalProMUM lISEa: IArOUc user Regulation Search Criteria Refine Search: Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product description ALL Approved for use In HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL design Pressure ALL Other ALL tseaaxn ecaavesar ELAL. I I= I Honufacturet _ Uwated By Status FL1S216-R2 Revisbn I Interwrap, Inc. John W. Knezevlch, PE Approved Category: Roofing 954)772-6224 C Subcategory: undertayments M,pr sI DaFA-IiiPb!;TmrK C TM Stun a Farlda b an WEED ernpbYer,'dii ell 3:le 4 . :: A :: Ss.S» Under Feerba law. 0=0 addresses are pindk remora. U Yau d0 net Want Yes+ *'elect address rdeand In re' to a "kremrds "'duet. do not $end elearonk mw to thua erMy. Instead, axd= the aRim by Phone Or W tradIUMI nlaL U you twA and rtuesUom. P UM mnOG 6S0.4B7.1KJS. Tswurrd toSection455275(il. Fbttla Statutes. reedw OaoOer 1, 2012. awmees licensed under Chatter 4SS. F.S. neat P>raelda the oepara em With an Soar eddrest rOWhaveore. The emam PuwkW may be used far OOkhl aortununkad n W0h the aQmoe. However ema0 addresses oe publk a mal. U you do not wish to arppty a perianal ,dares. taeaaa Pawiaa the pep nmod With aannet 455. address~ w t m the puWk. TO dit07 0 Ir yw are s Ilomrsa under eoduQ_ApprovaP Adoepts: c.d tSA FE https://www.floridabuilding.org/pr/pr-appjst.asPx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Produces FL S 1 Model, Number or Name Description 15216.1 I RhinoRoof Underlayments 'Synthetic roof underlayments _ UmI s of Use - Installation Instructions Approved for use in HVHZ: No 11.15216 R2 11.2015 04 FINAL ER l=RWRAP RAF FL15216- Approved for use outside HVHis Yes Impact Resistant WA Verified By: Robert Nleminen PE 59166 Design Pressure: WA Created by Independent Third Party: Yes other: See Eit Section S for Limits of Use. Eyaluatiorl.Reports. tii 1 1A Ali Ac 2nls . 'FINAL ER 'IN7ERWiteP RNINOitOCf_f 5`Zi6 Created by Independent Third Party: Yes tirMlYAff Ow d.HerMa.::: The Stet! a< Fbrfda is an AAlt3 •'lL----, . ' •" Refund Ststembft Undo Fbrlda taw, ema0 eddmim arepuff remrda• V you do not want your ema0 address rdeaaad In refporr;a to a puft"Xordo re0ue#, d* rALWO ekearark mt0 ao rids entM• instead, mnCfQ Lira omea W p+ or W tradhlardtl mao. V you hM arty Ouesboes. pleaSa contact 050.4a7.139s. Narsiflaltfa sadton 45 ,mi).: Adit Ste atm eRemt4e omoner 1. 2012, (twnwa 0caviM undo ChWw 455, F5 awn provide 00 Oeparanmt with an erlwl> U they hwa one The emus prod may tnup9 rar aRtr aoietnrrleiil6h den the o ban oeiralauam3Napu4pcaTTodeftlkbIf MPktft b ireiIkarseeunder toWppM a OelaorW address, pease prwlda GaVeowtvad with 'adpq pA00!ratSVhkn 4fS, pease dldc h 0; Prodrrl2 Approwt Aocopfo: Cc editSFI AEhops:// www.floiidabuilding-org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 UNRY I ERD' EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #23 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX (203)262-9243 EVALUATION REPORT _ Intenwrap, Inc Evaluation Report 140510.02.12-112 32923 Mission Way FL152164R2 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'revitwed 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.. DEsmPnow RhinoRoof Underlayments LAwmNG: Labeling shall be in accordance with the requirements the Accredited Quality Assorance Agency noted herein. CONTINUED COMPWWrf: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changesi-or provisions -of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT! The Evaluation Report number preceded by the words 'Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INsPEcnoN: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANEM83 nr bmrn6 mW appnrYit wu twdtorbad br aoben Nkmm.v Men04MM : tbbdonmtwwtoonowaror" 0, $Wed dm mew. S%nW, said AaNmOb km bwntrmum tWd to On PmdatAOWoAI Adm4dtlaM WA to ft nwwd dbat C IMFICM ON of IND009MCE: 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) ERD Is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, 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 I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TtPJN.ITYlERD ROOFING COMPONENT EVAWATIom 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Umitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard year 1507.23,1507S3, T1507.8. Unrolling, Breaking strength, Pliability, LOSS ASTM D226 2006 1507.83, 1507.93, 1507.95 on Heating 1507.23, W_c.3,1507.83, Unrolling, Tear Strength, Pliability, LOSS On ASTM D4869 2005 3S07.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity ITS UST1509) Examination Physical Properties Ref-mrice WM3939SODQ-006 AM 10/27/2011 ITS (MT1509) Physical Properties 100539395CDQ-002 10/27/2011 ITS (T5T1509) Physical Properties 1005393950DQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PROD= DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM 0226, Type I or Type II felt or D4869 Type II felt RhinoRoof Undedayment is available in 42-inch wide rolls, and can be produced iq.yarious other saes. S. LimmATiONm SA This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHL S.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Matefials Directory or test report from accredited testing agency for fire ratings of this product S.4 RhinoRoof Undedayments 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 AR) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop Rhinolloof Underlayments are follows: TABLE 1• Roof CovER Ornows Asphalt wood Shakes Slate or Undedayment Shh _ NaB-onTile Foam -On Metal & ShUglei; SlmutatedSlate RhlnoRoof U20 i Yes No 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. 6. INSTALLATION: 6.2 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Umitations 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 0226, Type i or 11 or 04869, Type It undedayments In FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report N0S10.02=42 CertlJhate of Authorkadon 09503 R1521642 Revkton 2: 04/27/201S Page 2 of 3 VTRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. fi-A .Rhld`eRbof1120:, 6.4.1 fasteners: For exposure. < 24 hours, corroslon 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 SiftlAft_Jtodf•Sldrre:>4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Referto Interwrap, Inc. recommendations for alternate lap-configuratlons 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 underiayment, 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 nilwbleri;yeRo[{fSlone<:4:12 End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus--14nch•side (horizontal) laps, resulting in a double -layer application. 7. 8UiL01NG PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to property evaluate the installation of this product. a. MANUFAcrURING PLANM: Contact the manufacturer or the named QA entity for Information on plants covered under Rule 61620-3 QA requirements. 9. QuALm AssumNCE ENTITY: Intertek Testing Services NA Inc-ETL/Warnock Hersey—QUA3673; (604) 520-3321 END Of EVAWATION REPORT - Exferbr RewArck and DmILn. I.I.C. Evatu Man Report MOS10ALIZ-R2 Qerq/k"QfAUM0riradon #9503 FL1'=6*1 Revision 2: 00/27/2015 Page 3 of a QOTFUNITYIERD EXTERIOR RESEARCH & DESIGN, LLC. CertiJlcate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, Cr 0647E PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Evaluation Report 140510.02.]2-R2 Interwrap, Inc. FLi5216-R2 32923 Mission Way Mission, BCWay Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 Canada SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P. E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. ComnNUED COMPuANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that -relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity( ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERMEMEm The Evaluation Report number preceded by the words 'TrinityI ERD Evaluated' may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facmr& seal atadR ra audwrbed b, k 6m MWmhen 6. en 04MINI .-Thb doer rot ovw a an ekCVWJ=9p atned doamotrt. tigw4 nabd hardwom Ma been trwMaNd 0 00 nodue AWuW Adnda6t W end to"named mend COU' MATioN of IMM131001CO 1. TrinitylERD does not have, nor does It intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor vwll acquire, a financial interest in any other entity involved in the approval process of the product S. This is a building code evaluation. Neither TeinitylERD 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. TwwnrlERD ROOFING COMPONENT EbALUATiON: 1. SCOPE: Product Category: Roofing - Sub-f rtegory: Underlayment Compliance Statement: RhinoRoof Undedayments, as produced by Interwrap, Inc, has demonstrated compliance with the Intent of •following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 3507.23,1W75.3, T15078, Unrolft Breaking Strength, Pliability, loss ASTM D226 2006 1507.83,150793,150795 an Heating 1507.23,150753,150783, Unrolling, Tear Strength, P8abi0ty, toss on ASTM 04869 2005 2507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERE cEs: Eab Examination Reference,at ITS (TST1SO9) Physical Properties 100539395COQ-M 10/27/2021 ITS (T5T1509) Physical Properties 100539395COQ-002 10/27/2012 rTS M11509) Physical Properties 10053939SODQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/i7/2014 4. Pamcr Da mPn= 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 04869 Type II felt RhinoRoof Undedayment is available in 42-inch wide rolls, and can be produced in various other saes. S. LIMRATIONS: 5.1 This is a building code evaluation. Neither Trinity IERO 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. S.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 RhinoRoof Undedayments 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. S.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAmm,L RooF COVER OPnorls Underlaymerrt Asphalt Nall -On T8e Foam -On TOe Metal Wood Shakes . State or Shingles 8 Shi;;; ... Simulated gate RhlnoRoof U?ls I Yes No j No I Yes I Yes i No 5.6 Exposure Umilations: S.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after Installation. 6. INSTALLATION: 6.1 RhlnoRoof 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. 61 Install Rhinoltoof Undedayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or 11 or 04869, Type II undertayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Emberlor Research and Design, I.I.C. Evaluation Report 140510A2.12-M CerdfiCOWofAutlrorlmtion p9s03 FL1S2164d Revision 2: 04/27/2015 Page 2 of 3 QOTRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. RhInoRoof U20-. 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 24nch 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-SididelswhAdaf clribe> 4!12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 44nches. 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 Daubll+ laver 's < Roaf.Sboe < 4:12 End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-Inch Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61620-3 QA requirements. 9. QuAuTY AssuRANM ENTRY: Intertek Testing Services NA Inc.-ETLJWarnock Hersey—QUA1673; (604) 520-3321 END OF EVAWATION REPORT - Exterior Research and Design. I.I.C.216 2 C. Evaluation Repoli LtOs10 02.1 FLi82 CerttJJtare of AUdXV zodon #9503 Revision 2: 04/UtM5 Pap 3 of 3 CBUCK Engineering Specialty Stnicturcol Englneering CBUCK, Inc. Certificote of Authorization a8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1111 Florida Building Code 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 sa.. osa..t Lr r. BMW* rs.mr L:. BUCk No 31242 7 * tU = oT • STATE Of 0NALe`. o+W v sow M: limes euttn.r, vt CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (S61)491-9928 Website: www.cbuckinc.net Fl. #: Fl. 16568.1 Ri Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 15-1 MM2-St0RV-ER 14 Specialty Structural Engineerinq CBUCK, Inc. Certificote of Authorizotion 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: 0 15/32 (min.) or greater plywood, 0 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 CBUCKEngineering Page Report No.: 35-104-MM2-StORV-ER_14 Spedalty Structural EnQlneerinQ CBUCK, Inc. Certificote of Authorizotion #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 Wolls 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". Ootion for aoolication 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 16S68.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 1 of MM2-St0RV-ER 14 SpeGalty Structural Engtneerinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2- Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1S06.S 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 16S68.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page rt No.: S5of MM2-StORV-ER 14 ISpeclaWw Safi ctural Englnemerinq 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 RI Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 1So104-MM2-StORV-ER 14 Specic9ww Structural Engim-,in o 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) Kgher Slope Back) FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 15Of MM2-StORV-ER 14 SpedaIN Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 12" 4" o.c. 4" o.c. Typical, Maximum Nominal Lengths 4 Typical Fastener(s) 11 Gauge Fling Shank Roofing Nail Base Flange OR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Florida Building Code Online =r`USS :) Page 1 of 3 Regulation Um enProf. fbei ,/ a t s nome I to 1 user aersvauon i nee ToWon I suborn Surcharge I sues a Facts i PubeoGoni I fee ;tiff I aces site Map I units I sore I bus nes3 p u Approval Proessi al. u=Ea Pub user Regulation .... . - . . 1 , Aadlcal en e > Application Deice a. I' . . _... _.. FL p Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emaii Quality Assurance Representative Address/Phonegrnall Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assuranoe Contract Expiration Date Validated By Certificate of Independence FL2197-RS Revision 2014 Approved Approved by DSPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. MiTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-S746 314) 851-7480 Ext7480 dwertQmll-com David Wert david.c.wer0mil.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwertomil.com David Wert 14SIS North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwertomll.com Structurat Components Tress Plates Evaluation Report from a Product Evaluation Entity IOC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/31/2015 ICC Evaluation Service, LLC. Referenced Standard and Year (of Standard) Standard • UN ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabading.org/pr/pr app dtl.aspx?paratn=wGEVXQwtDgvr'CEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 SAFE https://www.floridabuilding.orglprlpr app_4tl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full. depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial: embedment roller presses and hydraulio-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 K.J"-'J II Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora ( (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY. SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mil.com.. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M46. MII 16. M-20, Mll 20, M-20 HS, Mill 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: n 2012, 2009, 2006 international Building CodeP (IBC) u' 2012, 2009. 2006 International Residential Code® (IRC) p.2013 Abu Dhabi International Building Code (ADIBC)t tTm ADIsc is based on the 2009 lac. 2o0918c Mode sections referenced in this report are the same sections in the ADISC: Property evaluated: Structural 2.0 USES M'iTee metal truss connector plates are used as joint connector components of light wood frame trusses- 3.0 DESCRIPTION 3.1 MiTeO M46 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 ooating 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 d there are 4.8 teeth per square Inchn( 0.0074 teeth per sq are millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11I44nch (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 Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage tO.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 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.A mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MTek® M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 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 (0.86 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nct-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES rwhmfian Repom am not to be coartrued = representing outhetier or any other oariburu not speWcarly addressed, nor are they m be construed ' j as an endorsement of the subject of the report or a recon mendwion for la use- 7rrem /s no woman, by ICC Evaluation Service. I1.C. erpreu or implier( as ro orry lading or other Droner in this report or m to any product covered by the report Page 1 of 5 copyrightO 20i S ESR-1311. 1 Most Widely ACae ted end Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEOMEN74 (Ib/ini/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fr-4arch 0.5 176 121 137 126 Hem -fir OA3 119 64 102 98 Spruce:pine-fir 0.42 127 82 75 107 Southern pine 0.56 174 126 147 122 M-20 and Mil 20 Douglas fir=laich 0.5 220 195 180 190 Hem -fir' 6.43 185.. 148 129 146 Spruce -pine -fir 0.42 197 144 143 137 Southem pine 0S5_ _ 249 190 184 - 200 _ M-20 HS, M1120 HS and MT2__OHS Douglas fir-4arch 0.5 165 146 . 135 143 Hem fir 6.43 139 .. 111 97 109 Spruce -pine -fir 0.42 10 108 107 103 Southem pine 0.55 187 143 138 150 _ For SI: Itbfulf = 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 c Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = PLateperpe6dicularto load, wood grain perpendicular to load' 3AII irm:plates are pr2ssed,int0 the wood for the full depth of ll'ieirteeth by hydraulic platen embedment presses. multiple roller presses thatusepailialembedmentiollowedbyfrill -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed tresses into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND Mil 26 M-20 HS, Mil 20FIS ANO MT20HS Efficiency Pounds/inch/Pair of Connector Plates I Efficiency I Pounds/inch/Pair of Connector Plates Efficiency PoundsllnchlPak of Connector Plates Tension Values in Accordance mirth Section 6.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' _ Tension ® 00 0.70 2012 0.6F--T 880 0.59 1505 Tension ® 900 0.36 1013 0.47 1 820 OAS 1219 Tension Values in Accordance with TPI-1 %-Ath a Deviation (see Section 5.4.9 (e)j Ma*num--Ne('S_ ectlon Occurs over the Joiritz Tension Q 00 0.68 1945 0.62 1091 0.67 71613, Tension @ W 0:30 849 0.48 841 b.52 211321 Shear Values Shear @ 0' Shear ® 300 Shear ® 600 Shear ® 90° Shear 120" 0.54 0.61 0.73 0.55 0.48. 1041 1179 . 1402 1055 . 914 0.49 . 0.63 0.79 0.55 0.42 574 738. 936 645 490 0.43 0.61 0.67 OA5 0.34 761 1085 1184 792 608 Shear @ 1500 0:35 672 0.46 544 0 3 537 For SI: 1 IbRnch = 0.175 N/mm, 1 inch = 25A 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 One of -holes. 2MaAniurrl 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. ESR4311 I Most Widely Accepted and Tmsted _ Page 5 of S. 0.12V 0.26o 0 5W 32min 64mm 1270 00 A ban 00 000 OGG Do Goo ODD 0 3W 9a n I. M-20 HS, MII 20 HS, MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report hbK--1s-I1 irtsL, QUPPIUMV1111L Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora I (800) 423-6587 ( (562).6 99-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M46, 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 MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII20. M-20 HS. Mll 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: IS 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, MII 16. M-20, MII 20. M-20 HS, M1120 HS, and MT20HS"', described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and-'2010Jaorida 86fi g Code —Residential, provided the design and installation are in accordance with the Intemational' Qilildirig :Code(tpe).provisions noted in the master report. Use of the MiTee Truss Connector Plates MA6, Mil 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is audited by a qualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES 6vahmt1oa Repau are not to be construed as represenling aerthetics or any other atrrlbutat not speey7eaNy addnwed, nor am Amy to be c trued asanendorsementofthesubjectofthereportorarewamendallonforitsusa. flmre Is no warrwry by ICC Evalttatlon Service. LLCC apnss ar ifiVied as to any finding or other matter In this repotx or m to airy podun covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report `JR_' J' ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orst (800) 423-6587 ((562) 699-0543 A Subsidiary of the Intemational Code Councils DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: M1TEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITe0 TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: P. 2012, 2009, 2006 International Building Code® (IBC) q. 2012, 2009. 2006 international Residential Codem (IRC) 6'.2013 Abu Dhabi international Building Code (AOISC)1 The ADIBC is lased on the Zoos IBC. 2oas IBC code sedans retereneed in this report are the same sedans in'the ADIBC: Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of fight wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M46 and M1116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0A13 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut thereby forming a sharp point The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeko M-20 and Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)). ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) -and having a base -metal thickness of OA346 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. OA5 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 (f.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 MiTekm M-20 HS, Mil 20 HS, and MT20HS'u: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating'/4anch-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. OA5 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES bbahatioa Reports are not to be eomtrued as representing ourhetia or orry other araibut +per ry oddrasur nor an they or mmtitedE • at an endorsement of the sWgct of the repmt or a recommendation for in use. Thera h no "anon !CC Evairmtion Service, L C, sspret pl d to any -finding or other manes in thft report, Oros to any product caved by the report. Page 1 of 5 Copyright m 2015 ESR431 l I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=/PLATE) LUMBER SPECIES SG 17AA EA AE EE M-16 AND MII 16 Douglas fr-larch 0.5 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern_ pine 0.55 _ 174 126 147 _ 122 W20 and Mil 20 Douglas fir -larch 0.5- 220 - 195 180 till Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 6.42 197 144 143 137 Southern pine. 0.55 249 190 164 _ 200 M-20 HS, MII 20 HS and MT20HS . Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 54ruce-pine fu 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in' = 6.9 kPa. NOTES: Tooth holding units - psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values. plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Place parallel to load, wood.grain•perpendicular to load EE = Plate perpemocii1w.jo load. wood.graln perpendicular to loadAntrussPlatesareprosedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfullrnbedmerdrollers. or combinations of partial em.b dod ant roller presses and hydrauGc-pjaten presses that feed trusses Into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 ANDMI 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20H3 Efficiency Pounds/inchlPair I Efficiency PoundstinchlPalr Effdency Pounds/InchlPair of Connector FORCE DIRECTION of Connector I of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the JolAW Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension.® W 0.36 1013 0.47 1 820 0.48 1219 Tension Values In Accordance with TPI-1 with a deviation (see Section 5.4.9 (e)) MaidMuiri Net Section Occurs over -the J61re Tension @ 00 0.68 . 1945 0.62 1091 0.67 1718 Tension @ 900 0.30 849. 0.48 841 0.52 1321 Shear Values _ Shear @ 0° 0.54 1041 0.49, _ 574 0.43 761 Shear @ 30P 0.61 1173 0.63 738 0.61 1084 Shear @ 600 0.73 _ 1402 0.79 936 _ 0 67 _ 1184 Shear @ 900 0.65 1055 0.55 645 0.45 792 Sheaf @ 120a OAS.. .. 914 0.42 490 0.34 608 Shear @ 150' - 0.35 672 0:46 544 0.3 537 . For Sk 1 IbAnrh = 0.175 N/mm. 10 = [a.4 min. NOTES: MinimumNet Section - A line through the plate's tooth patlem 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 fora specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 I Mosl Widely Accepted and Trusted _ Page 6 of 6 0.12V . 02W 0-WV a sw 3,2.mm 6 4 Mm t 2.7 mm 9 3 men 0.00 000 o0a goo goo cog o 000 000 000 J k Ono goo 000 goo AA I 1000 cog 000 I -- — vam M-20 HSI MII 20 HSI MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report v Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800).423-6587 ( (562) 699-0543 A Subsidiary of the lntemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 Www.mii.com EVALUATION SUBJECT: MITe0TRUSS CONNECTOR PLATES: M-16, MII A M-20, MI120, M-20 HS, Mill 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement toiniCC thathtmastele Trust Connector hate a -1 6. beetn 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 At: 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The ONCLUeko Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS"", described in Sections 2.0.thro46h 7:0 of the master evaluation re0vt ESR-1311; :comply with the 2014 and 2010 Florida Building Code —Building and tl e 2fl14 and 20=00dift-'Cod Re eP l' provided the design and installation are in accordance with the Inten70flOna19ur7din9C)• provisions nated'ia the feaster report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20. M-20 HS, Mil 20 HS, and MT20HSTM has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. rogram -is au&Wd bo. For. ppr oducts•.fail'ing,under Florida Rule: 9N-3, verificatiojl that,the.feort Moklersgeaofyi^spedionces bei g aonduded e' qual10,,; asqu arice;:eri tj approved. by the. Florida Building Comrrrissfon for the tYP respgns-_ i6,ility;of;att.epptoxed validation entky (or the •code. dffPdal v hen.Q e reporf.holder does not possP.. approyat _by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. on not to be construed at lCC SEwfuarlonReporurepretendetgovthelia or arty other auriburet not speedy addtersed, am am they a be eonrtrued WNW ofthereportarareeommendatlonforlause. There k aowarronry Dy /CC Eiw/uatlon Serr/oe, L.C. erprm or Implied m as an endorrememofilmeporavenedbythe r+po a to airy findingorothermatzo /n this report or at ro aq produel Page 1 of 1 Copyright O 2015 ICC-ES Evaluation Report " Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0643 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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www_..mll.com EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20. Mil 20, M-20 HS, Mill 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: it 2012. 2009, 2006 Intemational Building Codee (IBC) N 2012, 2009, 2006 lntemational Residential Code®(IRC) 2013 Abu Dhabi International Building Code (ADIBC)t t' he ADIBC Is based on the 200918C. 2oo918c code sections referenced in this report are the same sections In the ADISC. Property evaluated., Structural 2.0 USES wee metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MITek° M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0..0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek® M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HS"e 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 3/44nch-by-l4nch (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 outof each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A mm). Each slot has a 0.334nkh-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. ICC45 6valuarlon Report/ are not to be comirued at represeating oesthetltx or any otber attributes not speelfu atty addrmed nor are they to be consrrrted (t. r,r,Y i. m an endorsement of the subject ofthe report or a reconunendmtoe for /a rrse. 77mm is no warranty by ICC Bvoluatlon Service. LJC. apress or Implie4 as `r i to arty finding or other matter In this repork or = to any product covered by the report Page 1 of ti Copyright 0 2015 Page 3 of 5 ESR4311. most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (111nn=IPLATE) CA AE EE LUMBER SPECIES SG Douglas fir-4arch 0.5 Hem -fir 0.43 Spruce -pine -fir 0.42. . Southern pine 0.55 Douglas fir -larch 0.5 tiem-fir Spruce-pine•fii 0.42 Southern pine 0.55 Douglas fir-4arch 0.5 H@m_flr 0.43 Spruce -pine (t 0.42 Southern pine 0.55 For SI: 11011n" = 0.7d Kra. AA M-16 AND MII'16 176 121 137 126 119 64 102 98 127 82 75 107 174.. 126 147 122 M-20 and Mil 20 220 195 180 190 185 148 129 145 197 144 143 _ 137 249. 190 184 200 MI-20 MS. MII 20 HS and MT20HS" 165 146 135 143 139 111 97 109 148 108 _ 107 103 187 143 138 150 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 aides 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 = PjM,perp2ndtadar..toload, wood grain perpendicular to load AO truss pressed into the wood for the full depth of their teeth by hydrauilo-platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfutt-embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-_EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE MI-16 AND MII 15 Efficiency=PoundsMDIRECTION Tension Values in Accordance Tension @ (r 0.70 20 Tension @ W 0.36 10 Tension Values in AC Ma Tension @ 0° 0.68 H=- 19 Tension ® 90° 0.30 Shear @ 0°_ 0.64. 1( Shear @ 30° 0.61 11 Shear ®-60° 0.73 1` Shear @ 90° 0.55 11 Shear @ 120° 1 0.48 9 Shear @ 150° 0.35 E For 31: 1 1011ncn = u.110 rumm, gun - +.- ••-••. M-20 AND MII 20 ichfPair Efficiency lector EIS with Section 5AA2 of 1 2 0.50 3 0.47 cordande-*0 TPI-1 with dmum Neat Section Ocau 15 .0.62 9 0.48 41 73 02 55 14 72 M-20 MS. MII 20HS.AND tMT20HS Efficiency of Connector IPlates Pl-1_(Minimum Net Section over the J ggq 0.59 820 0.48 a Devlatiof (see Section 5.41(01 s aver the JW.. 1091 0.67 r 841 0.62 Shear values 0.49 0.79. 0.55 0.42 5j4' 0.43 738 0.61 936 0.67 645 0.45 490 0.34 544 0.3 of Connector Plates 1505 1219 ills 1321 761 1085 1184 792 608 537 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 line of holes. ZMaWmum Net Sectioh - A One 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 toles. Page 5 of 6 ESR-1311 land. Trusted 0,12V 0.25W 0,AW* 0.3i 3.2mm 64mm 127mn S30" T gag 00o oo 00o ago 000 goo O o o O r"r a0o a00 J 000 00o 00o oao g go 00o 000 M-20 HS, MH 20 HS, MT20HS F143URE 1-APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-es.o 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY. SUITE 300 CHESTERFIELD. MISSOURI 63011 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20. Mil 20, M-20 HS, Mil 20 HS, AND MT20HSf1 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16. MII 16, M-20, Mil20, 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: ti 2014 and 2010 Florida Building Code —Building A 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS Mil 20 HS, and MT20HS"!, described in Sections The MiTekeTruss Connector Plates M-16. Mil 16, M-20. Mil 20, M-20 HS, lldin Code --Building 2.0"through .7:0 of the maSluatioo_iepott:SR=1311, 4orovided the design and nstallatio are with the 2014 and 2010 n accordance with the and'th8 2014 •antl!2010-FWda. ByWing. Code— ReWer dat, p lntemaGarel BUlddirJg'Code0 (I). prpvisionj noted in the 'master report: Use of the MTeeTruss Connector Plates M-16, Mil 16, M-20. Mil 20. M-20 HS. MII 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh-Veloctty Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. thethatForproducts:fall tiq under• Flo 'ed: Ru he aB 9 Commissiononrtfor the type oldeesfidspecfr`onnss being, conducted rsblha quafitq:t}tri9e='.etttih!.a p .... y. or the .Code offidal when the [eport.holder does not possess, an, approveresponsibrTiryofan, ap..proved-valydation enldy( the Commissioni. This supplement expires Concurrently with the master report, reissued in June 2015. fiMhtatlOn Reporu ore not to be conurued as representing orsrhetla or any other attributes not &pee ally addtrssed, nor are they row construedtasLN . as on endorsunera of the subject of the report or o reeoaut,eedotton for Us use: There Is no twronty by 'CC F-luation Scaice' UC. eWcss to anpJlndng or other owner In this report or as to orry product covered by the report i Page 1 of 1 CopyrightO 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.)cc-es.olg 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 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MITeke TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Code® (IBC) 2012, 2009, 2006 international Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC is based on the 200918C. 2009 IBC code sedans reverenced in a" report are the some sedfons in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3A MiTeke M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)). ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is 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 additionallyshapedintoatwistedconcaveforth, 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 to 12 inches (05 mm). and engthv se nti1'/44nch (3t1.7 s. mm) multiples, See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)), ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaoed 025 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists apprcodmately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MITeke M-20 HS, Mil 20 HS, and MT20HSt": Models M-20 HS, Mil 20 HS, and MT20HSm 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 n1m). Repeating 3/4-inch-by-14neh (19 mm by 25.4 mm) modules of teeth are'stamped out and formed at right angles to the face of the parent metal. Each module has three slots. 0.45 inch (11.4 mm) long and 0:125 inch (3.2 mm) wide, fabricated by punching'two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (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, nad CC-M Bvaluotion Reptuls arc not to be construed as representing uathsUa a airy other attributes trot spec0C Evahlly addressed trot are they tOf eons Aasanendorsementofthesubjectofthereportorarecommendationfortoute. There Is no twrranty by !QC Evoltm!!on $ervke. l LC esprtt Impludcoveredbythe -P- to atp fitdtna or Cher mover In this report or m to airy prod papa 1 of 6 copytigM 0 2015 Page 3 of S. ESR-1311 1 Most Widely Accepted and Trusted TABES, HYDRAULIC - PLATEN EMB DMENT3 (Ib/in'/PLATE) EA _ AE - - EE LUMBER SPECIES SG M- 16 AND MII 16 176 121 137 126 Douglas fir -larch 0.5 - 98 64102Hem - fir 0.43 127 82 75 107 Spruce - pine fir 0.42 122 0S5' 1]4 126 _ 147 P M-20 and Mil 20 0. 5 195 180 190 6r- larch 185 148 129 145 2 0.43 197 144 143 137 Ine- fir 0.42 _ 14, _ 143 200 pine 0.55 249 M- 20 HS, MII 20 HS and MT20HS 0 5 165 146 135 143 fir - larch 1 9 111 97 109 OA3 48 108 107 1 Nne fir 0.42 143 138 150 a., e 0.55 18 - For SI: I lbfirrz = 6.9 kPa. NOTES: = for a single plate (double for plates on both faces when applying to area on only one face). To achieve values. plates ToothholdingunitsPsloesoT) otsrt must beinstalledonoppositeAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain Paranato load AE = Plate parallel to load, wood grain perpendicular to load EE = P16(e perpendicLorto toad, wooa graht:Pemef1di a toad sect Into the. f : te' hell depth b(theif teeth -by hydiaulioplaten ernbedmerd.psesses, multiple roger presses that AO OWS platesace_pres dment rolleis• ot. oiirft1nadons of partial embedment `rollei presses and •hydrauft-platen presses use partial •embedment .Mowed'by that feed trusses Into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND MII 20 1 M-2o mu, MII 20HS AND MT20HS PROPERTY FORCE M- 16 AND MII 16 - Efficiency Pounds/inch/ Pair Efficiency Pau ndsllnctJPalr ' Efficiency Poundslinch/Pair of Connector DIRECTION of Connector of CPonne r ; Plates Plates Section 5. 4. 42 of TPI-1 (Minimum Net Section over 9 Dint)' Tension Valuesin Accordance with O Tension ® 06 2012 880 0.T0 0. 50 Eli 0.48 Vlg Tension ® 9T 0. 38 1013 0.47 - Tension Values in Aocordanee with TPI-1 with a Deviation [see Set ion 5A.9 (e)[ MaAmum Net SectionOccursovertheJoinlz10910.67 . 62 0.52321E17161945 Tension @9W 0.30 849 0:48 841 Shear Values 0. 49 574 738 0.43JE4761.._. ,. . 0. 615 Shear ® 0' _ 0.54 1041 0.61 1173 Shear 30° 0. 83 0. 79 sw 936 0.674Shear @ 60° 0.73 1402 0.5.. 0: 45 1). 55 Shear @ 90° 1055 0.42 490 0.34 we Shear @ 120° OAS 914 - 0.46 544 0.3 537 Shear @ 150° 0.35 6'72 . For SI: 1 lWinch = 0.175 N/mm,1 inch = 25A mm. NOTES: tooth pattern with the minimum amount of steel for a specified ostentation. For these plates, Minimurn Net Section -A line through the plate's this line passes through a line of hole$ th the ma dmum amount of steel for a specified orientation For se pa1 AMith line passes through a section ofthe plate with nPattern oles. Page 6 of 6 ESR-1311 I _Most Widely Accepted and Trusted 0 12V .0.25ir 0.5W a sew 32mm e&mm 127mn 63mm a00 ono ono 0.00 ono ono. 4 a0oo Ono J Ono Ono 000 IA oo ono Ono aoo 000 000 M- 20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report tsrc--ls7 I ro%, ouppawls 11, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6687 1 (662) 699-0543 A Subsidiary of the lnfemational 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, MII 16, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, 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: A 2014 and 2010 Florida Building Code —Building 11i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120. M-20 HS, MII 20 HS, and MT20HS"e, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014:tAd.2010 Fkvida'Bofi ing:Code--ReWsntiaf,'provided the design and installation are in accordance with the International Buildng Code (11 C)•pnF&ions noted in'the.master report. Use of the MTek®Truss Connector Plates M-16, MII 16. M-20, MIl 20, M-20 HS, MII 20 HS, and MT20HS"1 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. IOC-0 Evaluation Reports are not to be eontin¢d as representing oesehetiet or mry athu attributes not spewtr7addressed. callynor are dwy tom con ed as an urdorsement of the subject ofthe report ar o recommendation for its use. There is no varrant !CC Evaluation Service, LLC tap mpl to ,, finding or other maser in this report, or as to any produN coovered by the apmt Page 1 of 1 Copytight® 201 S Florida Building Code Online 6 A bcuCen Page I of 2 Professional Regulation 1 Business pathth MnHtenent aCIS tto, ( Login I User Registration i Hot Topics sub"t Surcharge I Scats & Fsas Puwatlorts W stiff SCis sl;o MaP Links SeatCh Bus nes product Approval aPro.essib al USER: PuWlc User Regulation ProGurt Aeere ral rVmt > AtwfraUen List Appllratlon Detaa FL g FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived t Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeag8®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 Ni 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 2 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 Q 14239 R3 Eouiv 'Eoulv.odf https://www. floridabiti lding.orglprlpr_app_dti.aspx?parain=wGEV XQwLDquDEJErtOSCei... 7/20/2015 N Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/201S Date Validated 04/30/2015 Date Pending F8C Approval OS/06/201S Date Approved 06/23/201S Surriirltiry of Products FL 1i Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (for Use with Mechanlcal Units and 2' Models at Roof or Grade) Limits of Use Installation Instructions Approved for use In HVMF: Yes FL14239' R3 •11 Dwo.dd Approved for use outside HVHZ: Yes Verified 8y: 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 I FL14239 R3 AE Eiral.tidf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Nmtt Conrad Us :: foan Pena aterre.a Street Tallahassee rt: 1219a wmne, si0.4646i The State of Florida Is an ANEW employer. 2DOR101 t swe of raatla.:: PrWaty Statement :: :: jam-St01lrnf0t Under Florida taw, email addresses ate POW Mortis. If you do not want your e•mall addrOs released In response to a pwblk-recotds reeuest, do,not sond 002ionit maa to this "Uty. lrtslead, dauset the d11M by,phand of by bathe lu Tao If Yau,bave &M,tpreguons, please contaet 0S0.40f:139S.-PurWant to Sodbn 49.2?3411, Florida Stotuttts, eaadaie Oddtir 1.:bDl2,lkegiaes Oft I ~(MOW 45S. FS.aust provloe the OeWrbrient With an anid ideas If doAr Nq 4m The crew oroJlded,nmv tit used fir drttelal CatreiMdOtloti with Via 0tertsee. llowaN emall addresses are pubtk morel. V You do nit ubh to supply a personal addirew- ease provide the Dewmat w1M idenjil add= Wihkh can be made avaaabte to the putNie To dewadne if you are a Ikensee under 9" pf 4SS. FS., please dick baL. Product Approval Accopts: Is tu. k Asta".a MOM https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwiDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC COTTER OF THE ' MECHANICAL UHT. MEQHANIGAL Uhrr MUST BE W SQWRE OR RECTANGULAR, x Hn , NO IRREGULAR SHAFFS s V , W O r MAX T11P. MOST STRUCTURE DESIGN / BY OTMEFS. SEE DESI ' SCHCOULES FOR ALLOWABLE SUESTRAIES 15LB HIM. WEIGHT, H MECHANICAL UNIT PER SEPARATE CERTIFICATION. TIP. tCENTER OF GRAVTTY 3• K: MECHANICAL UNIT 1 TIE -DOWN ISOMETRIC 1 I-. V.D. 950ME MIF SEE DESIGN SCHEDULE FOR I MA)(IMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CLIPS. 2 2 SEE DETAIL t/3 6 213FORdJPINFORON, 3 TVP. MATI 3TYP. 1 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLNG EYAMPLE muSTRArES TMt PRDCEOURE USED TO DETERMINE THE MAXIMUM ALLOWABLE ROOr•TOP INSTAIIAIION MEGA. N, FCR ANY GIVENOWIMECHANICALUNITfrATCONFORMSTOTHEDIMENSIONRESTRICTIONSANDDESIGNOIrrUALISTEDHERON. SEE SHEETS {-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION 0/ (1) MECHANICAL UNIT WRNS THE FOLLOWING CRITERIA. WAt.ITO MPH, 0(wmNE'S AO- TALL N AB• OEEP 1 A6• WIOf, TOOLS (WEIGHT AS VERIFIED BY OTHERS) INSrALLEDTO3000PSI MIX CONCRETE WITH (1).3•CLIP AT EACH ODRNEA OF UNIT ITOTALOP(4)CUP%) een cnr fec. nvA•cvv,.. PROCEDURE STEP RESULT I BETE MINE THE CONNECTION 7Y/E EASED ON THE ON SMEET 2 ECTIOR 7 - THIS INSTALLATION IS INTENDED FOR A WA:.1TO MFN, lAPOSVR!'O. THIS 00, A 2 pLT'lR.KINE WNICI OESIGM SCHEDULE rAOIP TO USE CRITERIA COMESPOROS TO TABLE S 3 DETM.,Iht LARGEST FACE AREA Or MECHANICAL UNIT TO 0E IFWAILLD AB1cA0•-16F^ -' THIS URIT HEIGHT OF NB• IS !DUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 4E . NOrE: THIS PRODUCT APPROVAL ALLOWS THE UNr r TO St MSTALLED ON TOP A CMlCttrA1U14UMUNIT"SCKTRESTUCTION OFANAICSTAND THAT ISA MAXYMUNJO- FAIL IFANA/CSTANW DOUT7LOCwCIt TO TEE THAT THE STAND DOES NOT OTCEED SO" Of MfrGNT ClIlOt PONY M MIT WIDTH r wwlw lu THAN THE (O THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS TMAR OR EQWILTO 15 FT. ADDITIONALLY. THIS UNIT MAY Of INSTALLED ON ROOF -TOP HEIGHTS GREATER 6 OF, ERMTN! TH! ALLOWABL! ROOF -TOP H EMPT OF THE INSTALLATION THAN 60R R. ANDLESSTHAN100SEE (-) ON TABLE S FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BUM DESIGNED M ACCORDANCE WITH ASCE 7.10 AND THE F(Gq BURRING CODE FOR USE WITHIN 'NO OUTSIDE THE HIGH VELOCITY HURRICANE DON INDICATED IN THE ACCONPANY(HG OESICN SCHEDULES. THE o'SIGN CRITERIA USED CALpRAT! i14 AULDWAOLE ROpI-TO MEI12MT5 mNSIMRS Of 1.10 SECTION 2l.: FOR ROOF TOP HEIGHTS (10 960 R AND SECTION It-$ TOR ROOF TOP M30M (13>4 6 SOCRON 39A1 FOR VISTALIAMIS AT GAM (GB),-4.10 WITHIN THE NINL THF HFIGIT15 LISTED IN THE DESIGN SCHEDULES REPRESCNT THE ALLOWABLE HEIGHT Or THE BUILDING THIS PRODUCT APOROVAL ALLOWS FOR EACH UNIT TO OE INSTALLED ON A MAXIMUM 3O• TALL A/C STAND (CERTIFICATION BY OT1(M.9) ON TOP OF THE HEIGHTS LISTED W THE DESIGN SCMEMAG4, GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESI30O) AND SMALL Of fASIUCATEO IN ACCORDANCE WITH THE REQUIREMENTS OF IME FLORIDA BUILDING CODE A ASCE 7-10. THIS PRODUCT MAY BE USED W TTMIII A:10 OUTSIDE THE HIGH VELOCITY HURRICANE ZONE 2. NO 33-ln% INCRCASE IN ALLOWABLE STRESS HAS SEEN USED IN THE DESIGN OF THIS SYSTEM. 3 UESIGH IS BASED ON CLtFNr PROWDC7 MODUCT AND 01E SHEETS FROM TEST REPORTS ! j Q1970]l/A. F 7 BY TESTING EVALUATION UBORANRIES, INC. NO S105TTTtrff Vj WRITTEN APPROVAL BY THIS ENGINEER SMALL BE ERMrITEO. A. MAXIMUM 6 MINIMUM DIMENSIONS AND MINIMUM WEG•rr OF MEt3UNICAL UNIT SMALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL PE04ANICAL SPECIFICATIONS CLEAR SPACF_ TONNAGE, M) SHALL 6E AS PER K46UFACTMER RECOMMENDATIONS AND ARE THE EXPRESS RFSPORSIB:LIIN OF THE CONrRACTOR. S. / ASTENERS TO BE P12 X %" OR GREATER SAE GLIDE S UNLESS NOTED OTHFAV:ISL TA CGNS REFERRED TO MEREIM SHALL BE FrW BIDLDFN BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE AHC•IOR SCHEDULE FOR ANCHOR REQUV eNtMS. AIL FASTENCAS SMALL HAVE APRO RIATE CORROSION PPOTCCTTON TO PREVENT ELECTROLKIS. 6. ALL STEEL CUPS SAALL 0E ASFM A263 STECt (GRAD! 0) WITH FY-33 KSI OR SETTCL ALL S1EEL MENSERS SHALL BE PROTECTED AGAINST OORROSIOM WITH AN APMROVfO gjg@KR§ E; W4L! t0. OR OTHFR APPROVE* FROTERION. MbRATED COATING COFSTAL INsrAlU7NN57. ECIFIC-0 MEREM IS NOT ART Of THIS o". rgICATON, AS A MINIMUM.ALL SE STRIAIIIRAL CMCRETE ' MIN. TMICK AND SMALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTF0 OTHERWISE. 6. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OISSOI:LAR MAT CRIALS TO IREVEM ELECTROLYSIS 9. 0.LCTRICAI otma, WHEN RCDUIRW, TO Be DIIJGNEO O 116TA11i0 OT OTM2m 10. THE ADItQUKY OF Any EXISTING STRUC7lMl! TO WITHSTAND SUFERIMPOM ROADS SHALL BS VERIFIED BY THE OINfITF IKS1Gt1 FROre55I0NAL AND IS "Or INCLUDED IN THIS CCATIFTCATION.EXCiFT AS EXPRESSLY PROVLM MEREIM, NO ADOSIONAL CERTIFICATIONS OR AFFIRMATIONS ME INTENDED, 11, THE SYSTEM DETAILED HEREIN IS GENEIUC AND DOES MOT PROVIDE INFORMATION wa A SPLCjrC Srm. FOR SITE CONDITIONS OIfFEAENr FROM THE CONDITIONS DETAILED HEREIN, A LIMSEO ENGINEER OR REGISTERED ARCHITECT SMALL PKtPARE SITE SPECIFIC QOCUs'ENM FOR USE IN CONIUNLTON WITH THIS COMMENT. 12. WATCR-TIGMTNESS OF EXISTING MOST SUBSTRATE SMALL 6E THE FULL RESpNS161LITY Of THE INSTALLING CONTRACTOR. CONTRACTOR SMALL EIISUKE THAT ANY REMOVEO OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED MEREIN. THIS ENGIMEEL SMALL NOT Of RCSPOMSI6lE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER- TIGMI LESS SHALL BE IN! FULL RESPONSIBILITY Of THE INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE V,At WINO SPEEDS IBEO IN THIS APMLOVAL, SEE SECTION 26.7.3 OF ASCE 7.10. TpaI( < a o.6 w0 WV1 INOW t owl 15-2378 l7 J qW 1 7 1 V CUPSIMAot r MALi STY. r NAX T» CONNECTION TYPE Cl ` C 1 1' CLIP • VITUZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE OESCILIPTTOM U•S/t{•o CARSON STEEL ITN BUILOEK TAFCON, CONCALTE: ZY.' FULL EMBED TO 4• THICK MIN• CDNCRETS 111' N(M. 1000 PSI MIN.) EDGE DISTANCE, A* HIM. SPACING TO ANY ADJACI•MT ANCHOR l l• • 14 SAE GRADE S ALUMIAVM: SHFPT METAL SCREW TO MIll. G.I3S' NIN. ALUMINUM, PROVIDES) TMCK. { PITp1ES NUT. PAST MIN. ALUMINUM) T)IRCAD ISANE STEEL: 1)•• 14 SAE GRADES 0.12S' HIM. SHEET METAL SCAEM TO THICK, 11 KSI STEEL. PROVIDE (5) MIM• STEEL) PITCHES NIN. PAST THREAD PLANE 2" CLIPS suBarlun LI•sluro uueDM sT. ITN 81111 OEX TA100r•6' CONCRETE: 0..• JULL EMBED, i 41 THICK HIM. 11.111, IIY.MIM, i 1000 /Sl MIN.) COGS OISTAMM M- MIN. SPACIMG To AM AOJACENT ANCHOR. 2"14 SAE GRACE S ALUMINUM: SHEET METAL SCAM TO K;M0.125- MIN ALUMINUM. PROVIDE (5) T(4.11 { PTICM0 MIM. PAST MIN, Al1/HII:UH) iMREAO (LANE STEP.: 2)•0I4 SAE GRADES 0.125'M:N. SHEETMETAL SCREWS TO THICK. 11 KS: STEEL, IROV1oE ($1 MIN. STkm P(TCHES MIN. NIiT THREAD PLANE L. EMBEDMENT AMD EDGE OUVIAT.CE EXCLUDES rM.SMES, IF AFFUCAUL 7, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN U1010R SCHEDULE. L SEE DETAILS ON SMEEF 1 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. CONNECTION TYPE C2 Q 1- CLIP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (81 PER UNIT I UNIT WIDTH 61 6' MAX Z CUP MOffm CUP PAIR SPACING—J .. CUP OFFSET 3WEIei : j 1' TYP MECHANICAL wawP UNIT PER s I ` PACING SEPARATE CERTIFICATION i r no 1. Cus5 H 'r PIA)( m ') ( r Gros i• IV, X IRIUZE (4) CUPS EA SIDE TYV. ± TYP. OF UNIT FOR TOTL OFIT r MAIC: .• , r MAX ACT CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL j'tj • IlT1UZE (N !IT lAQI ODP71:R fDa A TOTK OF (4) FEft WL(1. VRIiZE (i) 4T IAQI NRNFA FOR A TOTAL OF LEyE 3 N.T.S. PLAN VIEY! THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT VnUZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (0) CUPS PER UNIT. 15- 2378 1 0.066, THICK ASTM A7B3 STEEL TT. 3)4I2 SAE GRADE S SHEET METALSCREVIS fA FOR CUPS UP TO S' LONG. UTIUZE (5)-012 T SHEET METAL SCREWS ' roil CUPS LONGER THAN S', TYP. II 0 FOR ANY CLIP LONGER THAN IW UTILIZE ( 5)-*12 SAE GRADE S SHEET METAL SCREWS, TYP. I vQO'= 1 O V. 10 HOLE, WITH a ANCHOR FROM I' CUPANCHOR SCHEDULE, TYP. OTHER DIMENSIONS SIMILAR) rf aAir 0 F6,y 50 i 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC o: 12s' (r, O o . 0; THICK O o 0.1 uTHICX ASTM A263 STEEL. TYP. ( 3)-J12 SAE GRADE S e SHEET METAL SCREWS FOR CLIPS 4' LONG. UTILIZE (4)- F 12 SHEET JMAL SCREWS FOR CLIPS LONGER THAN 4'. TYP. WO HOLES, ANCHORS. TYP. TO BE USED FOR wgja- alp FACTORY-MIUEO WO HOLES. UTILIZE (1) OR (2) ANCHORS YO .<• N / FROM 2' CUP ANCHOR SCHEDULE. TYP. 12" CLIP ISOMETRIC DET. N.T. S. ISO MCCMANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SMALL BE G063-T6 MIN. ALUMINUM SHEET WITH FtY-30 KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASM A653 Fy-33KSI MIN. STEEL, GRADE 33, Z2GA MIN, (t-0.02W). 0.068' THICK ASTL 4293 STEEL CUP, I". BASE of UNIT SHALL' OE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TYP. 3),812 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO 5' LONG. UTLIZF (5)-A17 SHECT METAL SCREWS FOR CLIFS LONGER THAN 5'. PROVIDE (S) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TW. ANCHOR PER AN0= SCHEDULE SUBSTRATE PER ANCHOR SCHEDULE VARIES) 1" TIE - DOWN CLIP 3 ANCHOR DETAIL 9 3.. 1•... DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE SASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL UNIT BY OWERS..ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH rty-30 KSI. 0.12S' MIN, THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy-33KSl MIN: STEEL GRADE 33, 22GA MIN. (t-0.02W). 0.072. OR O.l THICK ASTM A STEEL CLIP, I BASE OF UNIT SMALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TYP. 3)-012 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS A' LONG. UTILIZE (4)- f 12 SHEET METAL SCREWS FOR CJPS LONGER THAN A'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. 1) OR (7) ANCHo4i PER ANCZ NCSCHEDULESUBSTRATE PER ANCHOR VARIES) 2" TIE - DOWN CLIP a ANCHOR DETAIL 3 r • r- o• DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL VNIT, TYP. W U z Z l b n Z0 q0= U!- r G Z Cr v W E r Z* aC H F a W ° m TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISC CATEGORY 11 SI RUCTURE W THE HIGH VELOCITY HURRICANE ZONE•) MAIUMVM ..• 1 SURFACEAREAOF UNIT VMII Cl I C2 ;tl C4 UNIT'SLARGEST 1 RAM., I WIDTH I; ' FACE AF'T' ATGRME!NSZOOFf HS30FT !NSMFT GFT' MIGRANT t NScon AT GRADE l N12 FT•' 9FT' 1140'MAX! 24'MIN A I ATGRAOC AT GRAM . MS 160 FT 12—Fr _ Is M. + I N/A WA I ATGRAOE ATGRAOE• ATGMDf I HS40 R{ A. _ I ATGMM V 10FT' -• WA I ATGRADE ILA' ATGKAM . ZS FT' N/A AT GRS Of WA- 4T GRADE 60'MAXTOAi'. 48'MWI f A J A N/A AI ORADE M4 TAlLE IS PER.MISSIIIE TO IE USED WfTMN TILE MIMZ WMC11 CVNIAIM) TIPV WMu Ivu MIAMhOAM COUNTIES. CHECK WITH LOCAL AUTHORITY NAVWO XWOICTION FOR THE APPUCAIILRY OF THIS TABLE WMIIN CFATAIN PLONDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISC CATEGORY R 11TRUCTURE•1 ALLOWABLE ROOFTOP HEIGHT (H) TIE4)0LW1 CONFIGURATION TYPE MAlOMVM SURFACE AREA OF l UNIT 1 UNIT Cl C2 Cl C4 UNIT 5LARGEST HEIGHT I MOTHF4CE 6 FT' 1 24• A/Alf ; 12' MIN i NIA H f 200 FT AT GRADE N 1200 FTiWR<HS LW FT, 9 FTI 31' MAX IS MIN N/A 60 FT <H S HSISFT FT AT GRADE M f 200 FT M5200 FT I NS200 FT HS21MFTaFI' AT G 1 WFf<Mi 00 Fi ATGRAOE H1200 FT IHSZ00 iT 1 W fT <H51340FT 200FT 6FT' l 9 FT' 143'MAX: ZA'MIN N/A AT GRADE' NS20DR IH5200FT111WR<N IF so FT r12 RI I N/A I Al GRADE I MIA M S ZCO FT 1 IWGRADEFT< H1200FT1 16 RI I I NIP AT GPDE MIA H S ZOD FT 20 FT' I NIA AT GRADE i WA' H 5100 Ft 25 FT' f ( NIA A -s NIA 30 FT WNS WFT. M570DFT, I 60' MAX , 48'M.IN 30FT' R/ A H/A NIA AT GRADE 35 FT' N/A NIA I MIA AT GRAM AS AN EXAMPLE• THIS TAILE IS ERMISSIIU TO IE USED WTPHIM PALM BEACH COUNTY. CMECX WITH LOCAL AUT4ORITY HAVING IURISOC'ION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE MICH VELOCITY HURRICANE 20NE'1 I ALLCRVABlER00FTWMEWHTINI TE40WN CONFIGURATION TYPE MAXIMUM - •..._. 1 , 1 fJWACI ASEA OF USN I UNIT Cl C2 C3 C4 UNIIYLARGEST HEIGHT j VlIOTN I , FACE 6F" Z40 MAX 922' MOH N/A • i AT GRAM AT GRADE • _M f Im" 9FV - IF MAX I-'1S'N.IN tr_ NA • ATGRAOE N/A Mf20F_T 4 _FT' ATGAAM Nf lOOfi WA IIf LSFT AT GRADE Mf ZOO FT 9FP 4> r MAX 24•MIN ' TVA I ATGAAOE ATGAAM HSWFT 12fi* 1VA AT GRAM 'VA AT GRADE 16 F1'._. _ • MIA AT GRADE _ Ei A_" ATGMOE 20 FT' WA. AT GRADE _% ! 4TGMOf IS FT' T4/A WA - ._WA_ AT GRADE GO' MAX43' MIN 1-- 30AT'" l I WAWA ATGRAOt I 16 Pr • WA_. RA .NIA ATGMDE1 TABLE GVERMISSIBLE TO BE USED WITHIN THE MVMZ W111CN CONTAINS BROWARO AND NUAMHOAM COUNTIES. CHECK WITH LOW AUTHORITY NAV WGIURISCRCTION FOR THE APPLICABILITY OF THIS TABLE WfIMIN CERTAIN FLORIDA CYRIHTIES. TABLE 4 : Vult= 170 MPH, EXPOSURE D FOR USE WPM A RISK CATEGORY 11 RRLICTURI1 ALLOWABLE It HEIGHT Qq Pit *OWN CONFIGURATION TYPE MAXIMUM 1 SURFACE AREA OF UNIT UNIT Cl CI C3 C4 UNI'S LARGEST HEIGHT WIDTH 6 FT' 24' MAX12-MIN l N/A I H1200 FT AT GRADE h5200 FT WFT<N$ SOFT 9 FT' 32' Ma + 15' AIIN ! MiA A' G"'" N/A h1200 F. F7<N 5200 FT' r V i z fi zSAV ff O= ce= G t z V W g r Z' G C 1•- 4 E aWfFnm v AT GRADE 1 Mf200 FT WFT<HSIOOFT, H5200 fT h5200 FT G' rptLfLTA''TT,7aJ1 LIaI I G 4 Y IFl6 iT' MIA HSZWFT Nf 15 FT 6C FT <HS2ooft HS100 FT 9 FT' 46'MAX, 241MIN N/A Hf IS FT Wfi<NS100R AT GRAPE AT GRAMNS2GO FT 1 E( 12fT' flip Wff 4M4GFT 12 MIA Mf20DFT ji•t! N/A R/A N/A H S 40 Ff 16 FT' 62F1<Ns700 ZOFV N/A VGRA0E NIA FT 60FT <H 5200FT @ltrl 1, ti ADT117RIAOAL 2w4 AT GRADE 2S FT' MiA MIA N/A WFT<H SEGO IT 15-2378 60, MAX 46' MIN • .. N ra Eltat ee _ ffot 30 FT' N,'AWAfI/A AT GRADE GOFT<MS100fT 36 FT' MIA N/ 4 N/A AT GRADE AS M EXAMPLE THIS TABLE 6 PERMISSIBLE TO 6E USED WITHIN PAW. BEACH COUNTY. CHECE W1114 LOCAL AUTYORT HAVING JURISDICTION FOR THE A PUCA61UTY OS. iMlS TABLE WffNIN CEP TAiII FLOFIDA COUNTIQ il 1 TABLE 5 : Vult=140 MPH, EXPOSURE 8 IFOR USE WITH A RISK CATEGORY II STRUCTURE'I ALLOWABLE ROORTOS HEIGHT DG TTE-0OWH CO.YTKATRATRZTfTTPE MAXIMUM i SURFACE AREA OF UNIT UNIT Cl Ci O CA UNIT'S LARGEST HOGHT WIDTH FACE 6 i'T' N'MAX 12-MIN : R j Hs200R { HSZOO R 60R < HNi153120 FTHiZ00R 9R' . 32' MAX is- MIN I ATGRADE NS20DR H5200 FT HSZOO FT 4 FT' J H5200FT H1200 FT HS200FT H9ZOD FT NSZOOR 6FT' H540FT60R< H S20D FT NS200R HSZOO R HS200R 9 FT' ' 4B'MAX 24-MIN 1ED A, 6 1 HS100FT IN FT 1 Itif' fT f1 iAT GRADE 11 HfMDR 60R<Nf 200R N5200R l6 R' , I. I N/A HS15R HSZOOFT :Go 100R Fit ZOO FT I 20 FT' ( I1 N/A R<HS M6200FT Ns15R fOR< HSIDOR H5200FT 1 /A 1 WA HS4OFT ATGRME I60R< HSZWFT!60R< HS60R Mt100R 25 FT' IT - - — 60' MAX4t{' MIN --- •• '-."I I 30FF' ( 1 WA N S is R AT GRADE 160R <MSIW R! HS200R I 36 R' r_`_ N/A I AiGM:, AT GRADE' fOR<N SBOR( NS20DR TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE PATH A RISK CATEGORY II STRUC URE'1 ALLOWABIS ROOFTOP HEIGHT MI TIE-0OWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl I C2 C3 1 UMT'SLARGEST . HEIGHT WIDTH FACE 6fr 1 IA' MAX IYMIN I AT GRADE H5200FT I H5200FT 9 FT' 1 32'MAX 15, MIN N/A I Hf 100 FT I NfISFT 60 FT<N S2WFT 4 F73 Hs200FT HS200FT Hs200 Fi 1 Hs200 F7 N5200R 6FT' ATGRAOE 160R<HS 180R HSZOO R 60R 940FT 200R y9FT' 4B' MAX 24' A41NIATGRADEATGRADE12FT' WA H3200 FT 160R<Hs140R ATGRAOE Fr N/A is 60R< H5FT20FT' N/A HS30 FT AT GRAD( 60FT <N 5100Fr 1 N/A ATGRADE AT GRADE•. 1- 25 i1' 60R<HS14OFT J60' MAX 46- MIN 1 -• - of, J r___-:6FV N/A ATGRADE WA 1 N/ A ATGRADE WA TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 0 STRUCTURE') ALLOWABLE ROOFTOP HEIGHT (HI TIE-0OWN CONFIGURATION TYPE MAXIMUM '1 SURFACE AREA OF UNFT• UNIT Cl Cl C3 CA UNITS LARGEST HEIGHT I WIDTH 6FT' 1 24-MAX Il2'MIN I WA HS200fT Hz30R H920OR GOR<NS200FT 9 fT' •! 2'MA11 ISMW 'WA lNfI00R AT GRADE 60R<H1140FT H5200R FV. ±6OFT<NSZOOR — H940R HfZ00R Hf200RI_ Hs 10pR I 6FT' J AT GRADE GOFT 4" 1100 FT Hs200R H120OFT H3ZODR 9FE, AW MAX 24, MIN J WA H5200R 60.<HS200FT NSMFT N/A HS40R' AT GRADE NS200R 1 17 FT' , 60R<HS ZWFT 60R<HS50FTloft, I H/A W N/A HSZOOR i0R<NG N/A --._ 20FT'.-. ATGRAOE ATGRADE_ HSZOOR ' SDR<HSZOOFTATJ 25 f I' N/ A ADE60 R <H W1 N 5 200 R 60'Am 4'MIN ---- •• M"t40R 30 R' N/A WA N/A 60R<HS200R' AS AN EXAMPLE. THESE TABLES ARE PERMISSIBLE TO 6E USED WITHIN MIA N/A AT ' 6REVAROCOUNTY.O'EO( WITHLOCALAUTNORITYNAVMGNRISOOCTION36Fr N/A WA FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. 60 FT < H S 2W LT H S 200 M f 200 R i Z Hf200R W"' Hz200R V HS200fT i MWG ofIf ZOORHS200 FTu H s 200 FT z z H 3 ZOD FT py FIt d 22y 00FT N32 z i n. H530R i< HsZDO' R R0 z€ w^ o 3 zZH E m j FF G 15- 2378 N i K ENGINEERING EXPRESS® P E • R. T. 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 standards per test report(s).#TEL' .01970387A and.#TEL 097038713 by Tes Inc. J0 STRUCTURAL ENGINEERING CALCULATIONS Rised.Ln9 Qeer•s Pa9es'!W. t l i Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Frank. 3. Minimum Unit Weight PE0042N.. 4. Maximum Allowable Unit Surface Area ll 5. Clip Configuration and Anchor Spacing It 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 12TM AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM ENGINEERING CXPNCSS` 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e.. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12*" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM SUBDIVISION:r_ / = r • nuj MAR 2 0 2018 i I CITY OF SANFORD BUILDING 8 FIRE PREVENTION PERMIT APPLICATION Application No: I J 1 LfJ Documented Construction Value: S Leal — 1 1'1 Ti)avv-e'S Job Address: 33 ReC( P-cr, -Q_ LCP,_Q historic Distric : Yes No Parcel ID: yzie 1, -1 • k t-e s Residential Commercial Type of Work: NeAX Addition 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 S Phone: Street: Resident of property? City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RFSUUI, 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 Olt AN A'170RNEY 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, tanlcs, and air conditioners, etc. F11C 105.3 Shill be inscribed with cite date orapplicution and the code in effect as of that dote: 5i° Edition (2014) Florida Building Code Revised: June 30.201i 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanlbrd requires payment of a plan review fee at the time of permit submi(tal. A copy ol'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 inform. 'on is accgt to a d that all work will be done in compliance with all applicable laws regulating cot lion a11241. d t . ao I o Signature of O%vner/Agent Date Signature of Contractor/Agent ate Print (tuner/Agent's Name Signature of Notary -State of Flnrida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/A e is Name VW il i" _0)/? Signature of ary-State of Florida bate Contractor/Agent is Produced ID Personal 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 1-leads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application CITY OF SANFORD MAR 2 9 2013 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: _ /--7 Documented Construction Value: S Lo- Job Address: - )? —1 Historic District: Yes No D' Parcel ID: Residential Commercial Type of Work: New 2 Addition Alteration RepairEl Demo Change of Use Alove tion of Work: Plan Review Contact Person: ~-' Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: City, State Zip: Resident of property? Contractor Information dame Phone: R'7-7 P(Y Q 1112) Street. Fax: L-4C%'25'A5L ( 002 City, State Zip: l 7-7/ State License No. Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: _ Mortgage Lender: Address: VAR\ ING TO OWNER: YOUR FAILURE TO RECORD A -NOTICE OF CONIAME-NCEMENT NIAN* RESULT IN YOUR PAYING TWICE FOR IINIPROVEAIENTS TO YOUR PROPERTY. A NOTICE OF COIN•I.IENCENIENT MUST BE RECORDED A_ND POSTED ON THE JOB SITE BEFORE THE FIRST 1_NSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LEN-DER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CONINIENCENIENT. 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 cork. plumbing, signs, %veils. pools. furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall he inscribed %vidt the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revis: d: Jun: ?0.'-015 Pennit Application OTIC : In aattion 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 counr. 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 ufien the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all cork will be done in compliance with all applicable laws regulating construction a d_zoning. Si --nature of Outer/Aeent Print Owner/Agent's Name Date signature of Notary -State of Florida Date Owner/agent is Personally Kno\%.n to Me or Produced ID Type of ID signature Date Print Con c r/A_eenti Na . e r signature o .'otarv- to of Florida ate j>;;h' 1y STEPHANIERALLO ie Commisslon p FF 175017 Expires November 9, 2018 9..4W l .TmyFdnl 19 R. Contractor/Agent is Personally Kno\vn to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building- Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: lklin. Occupancy Load: iT of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No APPROVALS: ZO'.Nll\,G: EI\GP\EERII',tG: COINZVLENTS: of Heads Fire Alarm Permit: Yes i o UTILITLES: WASTE WATER: BUILDING: Pevised: June 30. 2015 Pernit Ap plieation CITY OF SANFORD BUILDING:.&PIRIE 'PREVENTION PERMIT APPLICATION Da - Application Nti: Documented Construction Value: S -199 a• Job Address:. _33 o('OS2 Historic District: Yes No Parcel ID: Resideh iato Commercial U Type of Works Neiviq Addition Alteration Repair Demo Change of Usep Move Description of Work: nno-,M,n P .e '' 11Mc Plan Review Contact Person: 'Ift gN,r1 Title: Phone: `W-1-j S Op.( Faz:t(01-333-385.3 Email: hVC.C C' p,r, t!Erry Property Owner Information Name Phone: N ib, Street:,DD ( 1lt,i' iP _ r.. Resident of property? City, State Zip: MIr' r U, *:, ,,. t Contr* Information Name l—AZy } ,phone: Street: Ja tsLo ja Fax: 1401- City, State Zip:Saf\ State License Architect/Engineer Information Nanne: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: 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, 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 Nam:• 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 A t r DAVIT: •I certify that all of the foregoing information is accurate tat work will be done in compliance with all applicable -,laws regulating, construction and zo g. S'=' 513111K Signature of Owner/Agent Due Si re of Contractor/Agent bete Print OwnedAgent's Name t Contractor/A ent's Name 5 Signature of Notary -State of Florida Date Signature of No ry-Smtc o Florida l CHERYL D AKERS MY COMMISSION # FF998982 I EXPIRES June 05. 2020 Or)9a-01S] fbiWNolarySdvke.cOm Ovmer/Agent is Personally Known to Me or Contractor/Agent is _1e:fPersotia1lly Known to Me or Produced ID Type of ID Produced M 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 Al of Heads APPROVALS: ZONING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30. 2015 Permit Application iO rild (ram(, _ -I ' , 1 -•n'•. S.C. 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S ff... {tlb..1 tlrlf a.r VIH Y 1R1lA - 1aa 10tlV' tnY RtIGdQMef{a TLCt1-Il{ Ls 01 Lt tYli et taim 1..+ W..a 1 t• YRT• f.iluhw• 'i.uPt ab.•O.ar /lw l..e.. IfaV o xa4 AK-. iaYl. iw . n an w^ upvaYaa Gz;. _ CSM. t.tl u OaS1O2]a^_ d liplt1Y, a-_, b.we.l.a..fti{wF.i=raja atllal.,' .r.. arr i is tw t4/ 1 INWutUGH c. aatalG !•w a Or ev.wpa t:t.• N..tlrm ,afa,•us O71u NJK ux-Y- . •] .t wap leraya NII .\ mi•fSwlar O.tYUILab_!^la a. w Ia_ t_ a a.... tee--+•mac b" 1e9 Q.. G.•..f w..AJMY ...q•( JRRY RK Vi. eM1a..t.IViiwtLCIDVCt m1N.H O]tY.4.1.1 in. WYI 1 t• - a_{O al.G1 : arr.rwN ltt.t at• tYr.t•IPw a•lat. WK:M..Y rlrYr.n r.If. I/t'.Y mc ltrh%M. span .tat.., i^3/rraNJL tlt T.T rR-Y.. .r YNJ=M Y J G wm. tt.• F•••rla- IHI•ai w.r.Wd«. eNuw i.?.N an" a I.bs/!! a.a.t4a.aa melu.aHa ta{l/W h.l•.N Ia tau r IYi1..,. b. A l M T•' Ttl.a, •. w.Tio•.r 11/Ya.11.1 maY•irr.ab.•ObtWNM•M R _ Ita1{m Mai IL•••r••. IL.. R.: M.sscs so his afl.i.t. W.l ry _ il•L. IVa[ a..141aaNmMleWMa a11{IM OaY•:w.J N.tlwe•II+W.,. ta. r IVIL•.1• i tll.Itf. .Mts •R• 1./! 1/.VTt6N Il.. DESCRIPTION AS FURNISHED: Lot 315, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 ihru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 279 LOT 280 LOT 281 I I N 00014'55" W REC. I R I 40.00' I RE1 4 96 I.R. 4596 LOT 315 1o.70' ?1fl;. 19.80' 19.80' 4.70" 6.8'x3.0' AC PAD 14.3' 5.00' 15.7 i COV'D. of CONC. v 5.00' 8• RECESS FOR POCKET SLIDER 1 Era n p O p O LOT 316 ko p h 0 LOT 314 W TWO STORY c ~ RESIDENCE T F.F.= 23.10' 5.0' 5.00' hti COV'D. . BRICK 8.7' 2os c Lw BRICK 5.00' — WALK / Q21.3' B. T l V16' BRICK 1 DR. 25.20 5.20' gip, 0•2' to, LIM. ESMT. 129.92' flp, C 4zNOd ----------- REC. 2-I.R. PC) 5' CONE. WALK45960 I.O. B.B.)N 00014' 55" W ON LOT AREA CALCULATIONS 0.00' LOT = 4,Boo SO.FT. LIVING - 1.522 SO.FI. GARAGE - 400 SO.rT. ENTRY 71 SO FT. LANAI = 139 so.rT. BREEZEWAY = N/A SOFT. DRIVEWAY 403 SOFT. RED ROSE LANE WALKWAY 70 sa:Fr. 50' R/W) TRACT I IMPERwous- _ 622,623 SO54.7 O FT. aCI UTILITY & ACCESS R/W S00 LOTA162177 SONS: R/W = 440 SO.F *. APRON = 110 SO.FT. Q PROPOSED FINISHED SPOT GRADE ELEVATION SIDEWALK = 0 SO. FT. PER DRAINAGE PLANS BUILDING SETBACKS: 13 S00 = tJ0SOFT. PROPOSED DRAINAGE FLOW FRONT m 25' LOT GRADING TYPE A REAR = 15' I ROPUSED INFORMATION SHOWN AREA - 5.240 SO.F r PROPOSED F. F. PER PLANS - Q.1' } SIDE 5.0' BASED ON SLIPPLICD PLAN DRIVEWAY = 513 SO.Fi'. SIDE CORNER - to' AND/OR INSIRUCTIONS PER SIDEWALK - 270 SO.F7 PROPOSED GRADE PER CONSTRUCTION PLAN +} CLIENT(NUT' I'IELD vrRino) SOD - 2,307 SOFT. CRUSIENNEYER -SCOTT E7G ASSOC, INC. - LAND SURVEYORS LEGEND - LCGCITD - 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r • PLAr POE. • POINT ON L114 r • fICLD TV. • TYPICAL IP IRUN PIPC PR.C. POINT Or RCVCRSC CtARVATURC POINT fY COMPOUND CURVATURE NOTES: 1, INC UNOERACNED DOES HEREBY CERTIFY THAT MIS SURVEY A/EErS THE STANDARDS OF PRACTICE SET FORTH or ME FLORIOA BOARD OF AND ACAPPERS IN CHAPTER SJ-17 FLORIDA ACTONISTRAMV CODE PURSIW? TO SECTION 472.027, FIARIDA STATUES IR. IRUNRODP.C4 • Cx • CORCREIE MONUMENT RAIL • RADIAL PRWESSR)NAL SURVEM" 2. UNLESS EMOOSSED WIRT SURVEYOR'S SIGNATURE AND ORWM RAISED SEAL THIS SURVEY LIAP OR COPIES ARE NOT VAUD. SCr I. R. . 1/2, IJL /DLB 45% MR. INN -RADIAL 3. MIS SURVEY WAS PREPARED FROM FMC INFORMATION FURNMIED TO THE SURVETOR. THERE MAY BE OTHER RT5TRICRONS REC. RECOVERED VP. • VITNCSS OWT PO.D. • POINT Or BEGINNING CALL CALCULAtED PRA • PCRMANENT REFERCNCC MONUMENT OR EASENENa RHT Amer THIS PROPERTY 4. No UNDERGROUND WPROKV MS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. PAIC • POINT or CDNNCICCKCNT fF. • rINISNCD rLBOB ELEVATION NAD Et LOIS DSL BUILDING SET RACK LILAC S. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CCRRFIED 10 AND SHOULD NOT BE RCUED UPON Br AM OTHER ENRR'. 8. OWENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECOMMUCr BOUNDARY IIHES. NAIL P/V - RIGHT -Or -VAT B. 7 BEARWI ARE BASED ASSUMED OARW AND ON ME LINE SHOWN AS 884SE BEARWO (R.&) CSHt. • CASCHENi 6 ELEVABON£ ? SHOWN. ARE BKSLO ON NATIONAL OEOOERC OAIYM Or Tom UNLESS OTHERWISE NOTED. DRAIN. DRAINAGE UrIL. UTILITY B. CERTIFICATE Or AUTHORIZATION MO. 090. CDC. CHAIN LINK FCNCC i vDLFC • WOOD VCHCE C/D • C0/CRCTC BLOCK SCALE I-- 1- ' DRAWN BY: .. 20 fPC. POINT Or CURVATURE j P. T • POINT Or TAMGCNCY 9 CERTIFIED BY: DATE __ ORDER No BEST. • DESCRIPIIUM R • RADIUS PLOT PLAN 12-04-2017 5400-17 ARC LCNGTN o , BELTA FORMBOARD FOUNQATION/ ELEVS. 01-OJ-tB I679-I8 C • CHORD FINAL/ELEVS. 07-20-2018 4817-18 F-B - CHORD BEARING NORTH CC car TC -- W THIS BUILDINC/PROPERIY DOES.NOT UE WRHIN THE ESTASUSHED 100 YEAR FLOOD PLAN£ AS PER FIRM• TOGRUSENR, R.L.S. 1 4714 20ME 7OAIAP 1 12117C 0055 F. J W.SCO1T,.L.S 1 4801 When Buildings Talk, we listen. e , FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: T4 i1i1 3 (5 Builder Name: T6101- Wrr tt on Street: G'1' W nest: Permit Office: City, State, Zip: co&nYo41 L i SZ 77) Permit Number: / 2 3e*",7 Design Location: i S Jurisdiction: Envelope Leakage Test Results Single Point Test Data: A/ HOUSE PRESSURE: of FLOW: Leakage Characteristics Pass r-1 Fail CFM ( 50): Z% S ACH( 50): R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or 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 perforated at any time after creation of all penetrations of the building thermal envelope. 1. Exterior windows and doors, fireplace and stove doors shall be dosed, 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 dosed, 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 dosed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements ' cordance with section R402.4.1.2. SIGNATURE: PRINTED NAME: k%h,44c-1 DATE: 9 -';j - / 9 Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Testing was conducted in accordance with ANSVRESNETACC 380 to meet the 2017 residential energy code. r Builder. Q Neighborhood: rr h Address:s { V1 L City: A Ce Id State: Square Footage: J Z Stage of Construction for Test Lot #: -- ) T— i Permit #: 0 Rough in with Air Handler Rough in no Air Handler Construction Duct Leakage Test Results: Dud Leakage pen requirement: Square Dud Leakage Location System CFM25 Fnr tans (CFMN OOsgfL) Pass Fall Rating Company: S elee Inspection Date: $- r7 Rater Name: 0 Rater Signature: op/ost Pass or Fail a S S 16,e.vtfflcat,e f '6ampeetian Kyle Nutter 7fas successfully completed the fieCf Inspector7raining Course as of Signature of Education e Training 911anager 12/2/2016 Tec° TRAINING CENTER Signature of Director of Operations