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420 Red Rose Ln 17-1912 (a) and permit
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 DATE: July 06, 2017 OLI. 8 �a BUILDING APPLICATION #: 17-10000418 1 BUILDING PERMIT NUMBER: 17-10000419 -1 UNIT ADDR+ESt' +Fr �7� 21-19-30-510-0000-0960 JURISDICTION: STREACF�ZOTWF.22 SUBDIVISION: G. SUF: PARCEL. PLAT BOOK:PLAT BOOK PAGE: BLOCK: TRLOOT: OWNER NAME: ADDRESS: PADDDRESS: 26 0 LAKERLUCIIEN DRF#350CMAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 420 RED ROSE LANE THORNBROOKE PH 4 LOT 96 SFR - --- ---------------------- ------ ----------- - FEE BENEFIT RATE UNIT -TYPE DIST SCHEDRATE ----------------------------------------------------------- ------------------------------ CALC UNITS UNIT TYPE TOTAL DUE ROADS -ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 FIREngle RESCUEmily Housing 00 1.000 dwl unit .00 LIBRARY CO -WIDE ORD .00 Single Family HousingDE ORD 54.00 SCHOOLS 1.000 dwl unit 54.00 single Family HouNng 5,000.00 PARKS 1.000 dwl unit 5,000.00 LAW ENFORCE N/A .00 DRAINAGE N/A .00 AMOUNT DUE 5,759-00 STATEMENT n1q/ /d� RECEIVED BY: 'V (i( SIGNATURE: (PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY[APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT **NOTE** PERSONS ARE ADVISED THAT TyIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVF. MRUTTnWVr% TMnv%�T E.tR BUT ✓r vQJ'vrj.Lzwl I:VLY;. E OF RULES OVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIR§T STREET, SANFORD FL, 32771; 407-665-7356, PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT BUILDING NMTEIroEFTOTHREFERENCE ISSUEDSWITHINM60TCALENDAR DAYS OF THEIRECEIVINGISIGNATURE IS EOABOVE * DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. 8-1y.17 Parcel IDNumber: 21 -19 -30 -SI -0000-* 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. 1111111111111111111111111111111111111111 GRAHT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT h COMPTROLLER BK 8949 F'e 74 (1P9S) CLERK'S T 2017069113 RECORDED 07/07/2017 03:24:'-,5 PM REC01:11ING FEES $10.00 RECORDED BY hdevl)re The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I. Description of property : LOT % Legal Description : Thornbrooke Phase , according to the plat thereof, as recorded in Plat Boolf Page f the public records of Seminole County, Florida. Addresses : 4X eo-s-e t�/� Sanford FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: k .106 Asa Wright Taylor Morrison of Florida Sworn to and subscribed before me this by John Asa Wright rsonally known to me. Notary Public DA Clark O'er\�% -0i My commission expires: 6/27/19 +4U°�c `G.D�QO Serial No. FF 209108 ary Signature: 4Voi�a CERTIF ; tea: v . �,,, w:,: _uv _� ; ;��',,•, 1 �"" 1 Alli C(.URT ` A?':II TR CR SE TY, FLORIDA ti,� 0 7 2017. BY DEPUTi C! E' K r %;x !::A JUIN Z 2 2017' CITY OF SANFORD BUILDING &t FIRE PREVENTION PERMIT APPLICATION Application No: 1i — t Documented Construction Value: $ U .'J0 Job Address: 4a(-) ked QOSe Lavve- Historic District: Yes ❑ No Q Parcel ID: 27-19-30- 570 -0000- a?4 0 Residential R Commercial ❑ Type of Work: New ❑X Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE `7 LOT NUMBER: q(o Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: rs•�11'itl�' Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE #200 Fax: 407-257-0940 City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street City, St, Zip: Bonding Company: _N/A Address: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 13 V, lS Penni) 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 co pliance with all applicable laws regulating construction and zoning. w 'z' Y"/ Signature Owner/Agent bat Signal a of Contractor/Agent Date TAYLOR MORRISOVOF FLORIDA INC Print Owner/Agent's m Signature of No t londe e 1Fnr vos D. A CLARK * MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 Bonded ihru BoW Notary Str*a Owner/Agent is yfa Personally Known to Me or Produced ID N/A Type of ID JOHN ASA W I Print Contractor/ Z l� Signature of Notary -State of Flonda Date tQt►RY P6Q'i c D. A CLARK » � * MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 ��+rEOF Fl;'§ Bonded TAN 8U*1 N.obr, SenicY Contractor/Agent is YES Personably Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [3 Electrical [a Mechanical [Z Plumbing[ Gas[] Roof ❑ Construction Type: Occupancy Use: i 3 Flood Zone: 4 - 5 Ct Total Sq Ft of Bldg: o'i �,I Min. Occupancy Load: / # of Stories: New Construction: Electric - # of Amps 1 <) Plumbing - # of Fixtures � I Fire Sprinkler Permit: Yes No X # of Heads Fire Alarm Permit: Yes ❑ NOR] APPROVALS: ZONING: UTILITIES:s� 107 WASTE WATER: ENGINEERING: (6T(- FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 6610 imp. BUILDING: V 1• "7-11 Revised June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR -DETACHED Permit # rl - 1 q \ Z BUILDING PERMIT Max Inspection Description Min Max Inspection Description 10 10 Form board / Foundation Survey 10 Temporary Underground Power (TUG) Slab / Mono Slab Pre our 20 1000 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 Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence REVISED: June 2014 Addrpcc- LAA. i74\ (7ivS� ELECTRICAL PERMIT Max Inspection Description Min Max Inspection Description 0 r 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final P�� 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: 420 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0960 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) Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: ❑ The parcel is in the: ❑ floodplain ❑floodway ❑ A portion of the parcel is in the: ❑ floodplain ❑ floodway ❑■ The parcel is not in the: M floodplain ❑ floodway ❑ The structure is in the: ❑ floodplain ❑ floodway ❑ The structure is not in the: ❑ floodplain ❑ floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-1912 Reviewed by: Michael cash, CFM Date: June 29, 2017 0 %1),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape P,_ 0 R,�O R Department of Planning & Development Services ..for 300 North Park Avenue, Sanford, Florida 32771 www.s�nroNfrgov 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 riighhtt—of-w/a�y�fand Quse shall be provided or application could be delayed. "'v"lJ eAr !�! 1 (p Calltaenocellb Below. etonyodela 1. Project Location/Address: 14010 e d F,03e- U VW -4- 54M.6a 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start �Date G� �/ IV/� &Coompletion Date Emergency Repairs 4. Brief Description of Work: j^!A` M 7 MC FA • maintenance Kesponswinuesnnaemnmcauon The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installatiorOmprovement fully restoring the rightcf-way to its previous condition. In the event that any future construction of roadways, utilities, stormvrater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the rightof-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequentiaq, or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys 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. 's Signature: Date: `� , d f-1 7 This permit shall be posted on the site during construction. Please call 407.688.6080, Ext 640124 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: -V ROW Use D*49"y.pdf taylor morrison .-,-i- by YW June, 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single FamLots in Phases 4 and 5 Address:. aily LA t_ TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 ''iso This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and 5. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No.________, the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Signature EOzaE iJSv✓ Pri t Name nature ,A / Si7 Q j'a Printed Name Owner 1 Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this /-S✓day , 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is pers p11 AV WN, o me. /A % ..• X129, �� j • No ry Publi Statef FI da =* .•• Q? Print Name: a S y�; OFFS :4 My Commission Expires: 9'•.� 8bdd'<C�� z- z f FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method : Lot96ThombronokeAm/esburyAGLN Builder Name: Taylor Morrison ^ Permit Office: $ Cip: FStreet:�(� P -g d l�-oS a LQ K� 41Mt. FL , "ZA' K.6vy 0( Permit Number. Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (1706.4 sqft.) Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 1423.30 W 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=13.0 283.11 ft' 3. Number of units, if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 3 d. N/A 10. Ceiling Types (1588.0 sqft.) R= ft' Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1588.00 ft' 6. Conditioned floor area above grade (ft') 1588 b. N/A R= ft' R= ft' Conditioned floor area below grade (fl') 0 c. N/A 11 Ducts R ft' 7. Windows(287.2 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 317.6 a. U -Factor: Dbl, U=0.34 239.15 fl' SHGC: SHGC=0.31 12. Cooling systems kBtu/hr Efficiency b. U -Factor. ON, U=0.58 48.00 ft a. Central Unit 34.8 SEER:15.20 SHGC: SHGC=0.32 c. U -Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor. N/A ft' a. Electric Heat Pump 32.8 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 3.415 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1588.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft' b. Conservation features b. N/A R= h2 None c. N/A R= ft' 15. Credits Pstat Total Proposed Modified Loads: 51.29 PASS Glass/Floor Area: 0.181 Total Baseline Loads: 51.83 I hereby certify that the plans and specifications covered by Review of the plans and 04THE STg2� this calculation are in compliance with the Florida Energy specifications covered by this Av Code. calculation indicates compliance � _Y4%�'-'^ with the Florida Energy Code. is completed Is PREPARED BY: Before construction a i'i. A DATE: 3/3/_1.7 this building will be inspected for V L ° compliance with Section 553.908 . 4 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code . WE OWNER/AGENT: BUILDING OFFICIAL: - DATE: DATE: [LL - _- - - - 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. - Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested In accordance with Section 803 of RESNET Standards, is not greater than 0.040 On for whole house. 3/3/2017 8:41 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 REl.vt.l.1 COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot96ThombrookeAmesburyAGLN Builder Name: Taylor Morrison Street: �(� ae d apse LQ Itis Permit Office: sq hi t.c City, State, Zip- FL4�„- ( Permit Number: g,107 _ 1 9 7 1 1 2 SANFORD Owner: Jurisdiction: Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) OFA 1. New construction or existing New (From Plans) 9. Wall Types (1706.4 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1423.30 H' b. Frame - Wood, Adjacent R=13.0 283.11 W 3 Number of units, if multiple family 1 c. N/A R= ft' 4 Number of Bedrooms 3 d. N/A R= H' 5 Is this a worst case? No 10. Ceiling Types (1588.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1588.00 H 6. Conditioned floor area above grade (H') 1588 b. N/A R= H' Conditioned floor area below grade (H ') 0 c. R= 12 11. Duct R ft H' 7. Windows(287.2 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 317.6 a. U -Factor: Dbl, U=0.34 239.15 ft' SHGC: SHGC=O 31 b. U -Factor: Dbl, U=0.58 48.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 34.8 SEER:15.20 c. U -Factor: N/A H' SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A H' a. Electric Heat Pump 32.8 HSPF.8.70 SHGC: Area Weighted Average Overhang Depth: 3.415 H. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1588.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft' b. Conservation features b. N/A R= ft' None c. N/A R= H' 15. Credits Pstat Glass/Floor Area: 0.181 Total Proposed Modified Loads: 51.29 PASS Total Baseline Loads: 51.83 1 hereby certify that the plans and specifications covered by Review of the plans and -VHE Sr4 this calculation are in compliance with the Florida Energy Code. specifications covered by this calculation indicates compliance -0 _ FOS, '=,F'`,� �+ y��,,, :'€`;•;;••�; �O with the Florida Energy Code. nn„�-, PREPARED BY: Before construction is completed a C DATE: 3/3/_1.7 this building will be inspected for V a compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. IG OD {1►E'� OWNER/AGENT: _ - - DATE: . I1 BUILDING OFFICIAL: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. - Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.040 Qn for whole house. 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lo196ThornbrookeAmesburyA Bedrooms- 3 User Conditioned Area: 1588 Total Stories: 1 1 Worst Case: No Taylor Morrison Rotate Angle: 0 Cross Ventilation- No 691500 Whole House Fan: No Single-family New (From Plans) Address Type* Street Address Lot # Block/SubDivision- PlalBook: Street: County Seminole City, State, Zip: FL , CLIMATE IECC Design Temp Design Location TMY Site Zone 97.5% 2.5% FL, Orlando FL ORLANDO INTL_AR 2 41 91 Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1588 14768.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1588 14768.4 Yes 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R -Value Area Tile Wood Carpet _ 1 Slab -On -Grade Edge Insulatio Main 152.5 fl 0 1588 W ___ 0.54 0 0.46 ROOF J # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Tested Tested Insul. Pitch (deg) 1 Gable or Shed Composition shingles 1770 ft° 390 ft° Medium 0.85 N 0.85 No 0 26.2 ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1588 ft' N N CEILING # Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1588 ft' 0.11 Wood 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 . FORM R405-2014 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below - -.# _Omt To.-- - - -Wall_Type-- _ _ Space _.R-Value-Et-In-Et__In--_ Area R=Value-Eraction_ _ Absor._Grade% 1 N Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft' 0 0 0.6 0 2 E Exterior Concrete Block - Int Insul Main 4.1 49 6 9 4 462.0 ft° 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 4 W Exterior Concrete Block - Int Insul Main 4.1 62 0 9 4 578.7 ft' 0 0 0.6 0 5 - Garage Frame - Wood Main 13 30 4 9 4 283.1 ft° 0 0.23 0.01 0 DOORS # Omt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 N Wood Main None .25 3 8 24 ft' 2 Wood Main None .25 2 8 6 8 17.8 ft' WINDOWS Orientation shown is the entered. Proposed orientation. Wall Overhang # Omt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low -E Double Yes 0.34 0.31 4.0 ft' 6 It 0 in 2 ft 0 in Drapestblinds None 2 e 2 Vinyl Low -E Double Yes 0.34 0.31 6.9 ft' 1 ft 4 in 0 ft 8 in Drapestblinds None 3 e 2 Vinyl Low -E Double Yes 0.34 0.31 38.9 ft= 1 ft 4 in 0 ft 8 in Drapes/blinds None 4 e 2 Vinyl Low -E Double Yes 0.34 0.31 6.0 ft' 1 ft 4 in 0 118 in Drapestblinds None 5 s 3 Vinyl Low -E Double Yes 0.34 0.31 38.9 ft' 1 ft 4 in 0 ft 8 in Drapes/blinds None 6 s 3 Vinyl Low -E Double Yes 0.34 0.31 38.9 ft' 8 ft 0 in 0 ft 0 in Drapes/blinds None 7 S 3 Vinyl Low -E Double Yes 0.58 032 48 0 ft' 8 ft 0 in 0 It 0 in Drapes/blinds None 8 w 4 Vinyl Low -E Double Yes 0.34 0.31 77.7 ft' 1 ft 4 in 0 It 8 in Drapes/blinds None 9 W 4 Vinyl Low -E Double Yes 0.34 0.31 28.0 ft' 1 It 4 in 0 ft 8 in Drapestblinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 403 ft' 403 ft' 64 It 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000295 1230.7 67.56 127.06 .2157 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.7 32.8 kBtu/hr 1 sys#1 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts _ 1 Central Unit Split SEER. 15.2 34.8 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use Se1Pn1 Conservation _ 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None fl' DUCTS Supply -- ---- Return-- Air CFM 25 CFM25 HVAC # V-- # Location R -Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 317.6 ft Attic 79.4 R' Proposed On Attic -- cfm 63.5 cfm 0.04 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling]Jan HeatinjX] (� Feb [ ]Mar Jan jX] Feb [X] Mar j ] r [ ] A�Appr Ma IIJ Jun X] Jul May un 4 ] Jul rX� Au [ j Au[ [X] Se ] Sep [ [ ] Oct ] Ocl Nov Nov Dec Dec Ventin [) Jan [ ] Feb [[XX]) Mar [X) r [ l Ma Jun [ ] Jul [ ] Aug [ ] Se [X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) 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 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3 Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (fl') 7. Windows" Description a. U -Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U -Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U -Factor: N/A SHGC: d. U -Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: , , FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1423 30 ft7 b Frame -Wood, Adjacent R=13.0 283.11 fl 1 c. N/A R= ft' 3 d. N/A R= ft' EF: 0.95 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1588.00 ft' 1588 b. N/A R= ft' c. N/A R= ft° Area 11. Ducts R ft' 239.15 ft' a. Sup: Attic, Ret: Attic, AH: Attic 6 317.6 48.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 34.8 SEER:15.20 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= n= 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 32.8 HSPF:8.70 3.415 ft. 0.312 Area 14. Hot water systems a. Electric Cap: 50 gallons 1588.00 ft' EF: 0.95 ft2 b. Conservation features ft, 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,/�% Date: & -A-0 Address of New Home: Lt010 eed Qpm La /#R, City/FL Zip: SQ K v Cf <0 a 'Note: This is not a Building Energy Rating. If your Index is below 70, your home may quality 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. 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 '1' DEL-AIR Manual S Compliance Report - AM CON1111=111111110 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 For: Taylor Morrison AMESBURY Job: Lot%ThombrookeAmes... Date: 6/4/2014 By: BENTLEY Design Conditions Equipment type: Split ASHP Manufacturer: Outdoor design DB: 92.5°F Sensible gain: 28291 Btuh Entering coil DB: 77.8°F Outdoor design WB: 76.3°F Latent gain: 4443 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 32734 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBX27UH-036-230'++TDR Actual airflow: 1160 cfm Sensible capacity: 28727 Btuh 1020/6 of load Latent capacity: 4712 Btuh 1060/6 of load Total capacity: 33439 Btuh 102% of load SHR: 860/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 25071 Btuh Entering coil DB: 69.1°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBX27UH-036-230'++TDR Actual airflow: 1160 cfm Output capacity: 32182 Btuh 128% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 7.3 kW 99% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. W r 1 htsoft' 2017 -Mar -03 06 40:07 C zAt 9 Right-Suile® Universal 2017 17.0 16 RSU24011 Page 1 A . keAmesburyAGLN%Lot96ThombrookeAmesburyAGLN.rup Calc = MJ8 House laces: N Component Constructions Job: Lot96ThombrookeAmesDEL-AIR ... Date: 6/4/2014 tfJ111110-11111111 Entire House By: BENTLEY 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 AMESBURY Location: Or Indoor: Heating Cooling Orlando Intl AR FL, US Loss Indoor temperature (°F) 70 75 Elevation: 95 ft flI Design TD (°F) 28 18 Latitude: 28°N BWh/117 Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: n 75 Daily range (°F) - 17 (M) Method Simplified 4.35 Wet bulb (°F) - 76 Construction quality Average 0.201 Wind speed (mph) 15.0 7.5 Fireplaces 0 1784 Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1.33 ft flI BWh/fl'••F M••F/BWh BWhAIp BWh BWh/117 BWh Walls W 1126 W 0.340 all 2B-2tv: 2 glazing, Or low -e outr, air gas, vnl frm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1.33 ft 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 75 0.201 0 5.69 425 4.35 325 board int Insh a 410 0.201 0 5.69 2332 4.35 1784 9.62 s 154 0.201 0 5.69 877 4.35 671 26.0 W 473 0.201 0 5.69 2690 4.35 2058 48 all 1112 0.201 0 5.69 6324 4.35 4838 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood Irm, 16" o.c. stud Windows 0.340 2B-2tv: 2 glazing, Or low -e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 6 ft 10.6 overhang (2 it window ht, 2 It sep.); 6.67 ft head ht 7 2A-2ov: 2 glazing, Or 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; 1.33 ft 67 overhang (3.2 ft window ht, 0.67 ft sep.); 6.67 ft head ht 192 2A-2ov: 2 glazing, Or 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; 1.33 ft s overhang (6.3 It window ht, 0.67 ft sep.); 6.67 ft head ht W 1126 W 0.340 all 2B-2tv: 2 glazing, Or low -e outr, air gas, vnl frm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1.33 ft 411 overhang (2 ft window ht, 0.67 ft sep.), 6.67 It head ht 0.340 2A-2ov: 2 glazing, clr low -e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 8 ft 29.0 overhang (6.3 ft window ht, 0 It sep.), 6.67 ft head ht 28 2A-2ovd: 2 glazing, clr low -e outr, air gas, vnl frm mat, clr innr, 1/4" s gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium; 8 ft 268 overhang (8 ft window ht, 0 ft sep.); 6.67 it head ht 806 265 0.091 13.0 2.58 683 1.44 382 4 0.340 0 9.62 38 10.6 42 7 0.340 0 9.62 67 27.6 192 39 0.340 0 9.62 374 29.0 1126 39 0.340 0 9.62 374 10.6 411 78 0.340 0 9.62 748 29.0 2252 28 0.340 0 9.62 268 29.0 806 183 0.340 0 9.62 1763 25.1 4595 6 0.340 0 9.62 58 26.0 156 39 0.340 0 9.62 374 10.6 411 48 0.580 0 16.4 788 14.9 717 C wri htsoft` 2017 -Mar -03 08:40:07 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ..keAmesburyAGLN\Lot96ThornbrookeAmesburyAGLN.rup Calc . MJ8 House faces: N Doors 11 D0: Door, wd sc type Ceilings 1613-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 112" gypsum board int fnsh Floors 22A-tpl: 13g floor, light dry soil, on grade depth n 24 0.390 0 11.0 265 12.0 288 n 18 0.390 0 11.0 197 12.0 214 all 42 0.390 0 11.0 462 12.0 502 1592 0.032 30.0 0.91 1442 1.74 2764 153 0.989 0 28.0 4268 0 0 wri htsoft' 2017 -Mar -03 08:40:07 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 A4C(A .. keAmesburyAGLN\Lo196ThombrookeAmesburyAGLN.rup Calc - MJ8 House faces: N DEL -AIR Project Summary NUM-11111111C0Entire 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 For: Ta�yylor Morrison AAESBURY Notes: 12/24/14 GCR RVSD 8/2/16 JA LS 2/27/17 JA LS 3/3/17 JA Weather Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 19187 Btuh Ducts 5884 Btuh Central vent (0 cfm) 0 Btuh ( none) Humidification 0 Btuh Piping 0 Btuh Equipment load - 25071 Btuh Infiltration Method Construction quality Fireplaces Orlando Intl AP, FL, US Simplified Average Heating Cooling Area (ft2 588 588 Volume (ft3) 14864 14864 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 94 50 Heating Equipment Summary M Make Lennox Relative humidity Trade MERIT % Model 14H PX -036-230-19 46 AH R I ref 7044407 Sensible Cooling Equipment Load Sizing Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 35 OF Backup: 8.7 HSPF 32800 Btuh @ 47°F 1160 0 cfm 0.046 cfm/Btuh 0.30 in H2O Input = 7 kW, Output = 24786 Btuh, 100 AFUE Job: Lot96ThombrookeAmes... Date: 6/4/2014 By: BENTLEY Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M AHRI ref 7044407 Relative humidity 50 % Moisture difference 46 gr/Ib Sensible Cooling Equipment Load Sizing Structure 19124 Btuh Ducts 9166 Btuh Central vent (0 cfm) 0 Btuh ( none) 0.041 cfm/Btuh Blower 0 Btuh Use manufacturer's data Rate/swinngg multipplier 1.00 Equipment sensible load 28291 Btuh Latent Cooling Equipment Load Sizing Structure 2558 Btuh Ducts 1885 Btuh Central vent (0 cfm) 0 Btuh (none) AHRI ref 7044407 Equipment latent load 4443 Btuh Equipment total load 32734 Btuh Req. total capacity at 0.75 SHR 3.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-036-230-19 Coil CBX27UH-036-230'++TDR AHRI ref 7044407 Efficiency 12.5 EER, 15.2 SEER Sensible cooling 26100 Btuh Latent cooling 8700 Btuh Total cooling 34800 Btuh Actual air flow 1160 cfm Air flow factor 0.041 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017 -Mar -03 08:40:07 �Awrightsoflt• Right•Suile® Universal 2017 17.0.16 RSU24011 Page 1 .keAmesburyAGLN\Lot96ThornbrookeAmesburyAGLN.rup Calc - MJ8 House laces: N ! DEL -AIR Right -J® Worksheet Job: Lot96ThombrookeAmesbur... Entire House Date: 6/4/2014 DEL -AIR HEATING & AIR By: BENTLEY CNDITI3 NING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333.3853 Web- WWW DEL-AIR.COM 1 Room name Entire House MASTER SUITE 2 Exposed wall 152.5 It 27.5 II 3 Room height 9.3 It 9.3 It heal/cool 4 Room dimensions 14.5 x 13.0 It 5 Room area 1593.2 112 188.5 112 Ty Construction U•value Or HTM Area (112) Load Area (112) Load number (Btu1V1l2-OF) (Bl uh 02) or perimeter (it) (St h) or perimeter (11) (Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 VL!13A-2ocs 0.201 n 5.69 4.35 103 75 425 325 0 0 0 0 ----GD 2B -21v 0.340 n 9.62 10.58 4 0 38 42 0 0 0 0 II 11 DO 0.390 n 11.04 11.99 24 24 265 288 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 462 410 2332 1784 121 121 690 528 11 2A•2ov 0.340 a 9.62 27.64 7 1 67 192 0 0 0 0 2A-2ov 0.340 a 9.62 28.98 39 3 374 1126 0 0 0 0 2B -21v 0.340 a 9.62 26.01 6 1 58 156 0 0 0 0 vy 13A-2ocs 0.201 s 5.69 4.35 280 154 877 671 135 96 549 420 2A-2ov 0.340 s 9.62 10.58 39 39 374 411 39 39 374 411 2A•2ov 0.340 s 9.62 10.58 39 39 374 411 0 0 0 0 2A-2ovd 0.580 s 16.41 14.93 48 48 788 717 0 0 0 0 VII 13A-2ocs 0.201 w 5.69 4.35 578 473 2690 2058 0 0 0 0 2A-2ov 0.340 w 9.62 28.98 78 5 748 2252 0 0 0 0 P 2A -20v 12C-Osw 0.340 0.091 w - 9.62 2.58 28.98 1.44 28 283 2 265 268 683 806 382 0 0 0 0 0 0 0 0 L -D 11DO 0.390 n 11.04 11.99 18 18 197 214 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 1592 1592 1442 2764 189 189 171 327 F 22A•tpl 0.989 27.99 0.00 1592 153 4268 0 189 28 770 0 6 c) AED excursion 1 625 -139 Envelope loss/gain 16267 15224 2553 1547 12 a) Infiltration 2921 951 527 171 b) Room ventilalion 0 0 0 0 13 Internal gain: Occupants @ 230 5 1150 1 230 Appliances/other 1800 0 Subtotal (lines 6 to 13) 1 19187 19124 3079 1948 Less external load 0 0 0 0 Less transfer 0 0 0 0 Relistribution 0 0 0 0 14 Subtotal 19187 19124 3079 1948 15 Duct bads 31% 48% 5884 9166 31-1. 48%. 944 934 Total room load I 25071 28291 4024 2882 Air required (ctm) 1 1 1160 1160 1 186 118 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrfghtswft- 2017 -Mar -0308:40:07 Right-SuileO Universal 2017 17.0.16 RSU24011 Page 1 ...keAmesburyAGLN%Lot96ThombrookeAmesburyAGLN.rup Calc - MJ8 House faces: N QEL-AIR Right -J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327hone:ax' 407-333.3853 Web WWW.DEL-AIR.COM Job: Lot96ThombrookeAmesbur... Date: 6/4/2014 By: BENTLEY 1 Room name FAMILY RM MASTER BATH 2 Exposed wall 29.5 It 10.0 It 3 Room height 9.3 It heal/cool 9.3 It heal/cool 4 Room dimensions 15.6 x 14.0 11 9.5 x 10.0 If 5 m Rooarea 218.2 112 95.0 112 Ty � clion U -value Or HTM Area (ft2) Load Area (It2) Load (Bluh/ftZ•F) (Btuh/112) or perimeter (It) (St h) or perimeter (11) (Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 V 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 ----GD 2B -21v 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 II 1100 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 VVVyyy 13A.2ocs 0.201 a 5.69 4.35 0 0 0 0 93 86 491 376 11 2A-2ov 0.340 a 9.62 27.64 0 0 0 0 7 1 67 192 2A-2ov 0.340 a 9.62 28.98 0 0 0 0 0 0 0 0 2B -21v 0.340 a 9.62 26.01 0 0 0 0 0 0 0 0 Vj/ 13A-2ocs 0.201 s 5.69 4.35 145 58 329 251 0 0 0 0 I -C 2A•2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.58 39 39 374 411 0 0 0 0 I��( 2A•2ovd 0.580 s 16.41 14.93 48 48 788 717 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 131 111633 484 0 0 0 0 2A-2ov 0.340 w 9.62 28.98 19 1 187 563 0 0 0 0 2A-2ov 0.340 w 9.62 28.98 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 0 L --D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 217 217 197 377 95 95 86 165 F 22A•tpl 0.989 27.99 0.00 217 30 826 0 95 10 280 0 6 c) AED excursion -212 -9 Envelope loss/gain 3332 2590 924 723 12 a) Infiltration 565 184 192 62 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 Appliances/olher 0 0 Subtotal (lines 6 to 13) 13897 3464 11151 785 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 38973464 1115 7% Duct bads 31% 48%11% 1660 31% 48% 342 376 r Total room load 5092 5125 1 1457 1162 Air required (clm) 236 2101 67 48 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017 -Mar -03 08:40:07 AM Right -Suite® Universal 2017 17.0 16 RSU24011 Page 2 ...keAmesburyAGLN%Lot96ThornbrookeAmesburyAGLN.rup Calc - MJ8 House faces: N '1 DEL -AIR Right -J® Worksheet W0111111.111111Entire House DEL -AIR HEATING & AIR CgNDITIONINC� 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333-2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot96ThombrookeAmesbur... Date: 6/4/2014 By: BENTLEY 1 Room name MASTER WIC BED 2 2 Exposed wall 0 It 10.5 11 3 Room height 9.3 It heal/cool 9.3 It heat/cool 4 5 Room dimensions Room area 5.0 x 10.0 11 50.0 112 13.5 x 10.5 11 141.8 112 Ty Construction U -value Or HTM Area (ft) Load Area (W) Load number (Bluh/It2-•F) (BIu1Vlt2) or perimeter (It) (BI h) or perimeter (It) (Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool 6 y/ 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 ��-CD 2B -21v 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 13A.2ocs 0.201 a 5.69 4.35 0 0 0 0 98 79 447 342 11 2A-2ov 0.340 a 9.62 27.64 0 0 0 0 0 0 0 0 2A-2Dv 0.340 a 9.62 28.98 0 0 0 0 19 1 187 563 2B -21v 0.340 a 9.62 26.01 0 0 0 0 0 0 0 0 13A•2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A•2ov 0.340 5 9.62 10.58 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A-2Dvd 0.580 s 16.41 14.93 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A -2w 0.340 w 9.62 28.98 0 0 0 0 0 0 0 0 2A•2Dv 0.340 w 9.62 28.98 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 c 16B•30ad 0.032 0.91 1.74 50 50 45 87 142 142 128 246 F 22A-tpl 0.989 27.99 0.00 50 0 0 0 142 11 294 0 6 c) AED excursion -71 1 84 Envelope loss/gain 45 80 1056 1235 12 a) Infiltration 0 0 201 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/olher 0 0 Subtotal (lines 6 to 13) 45 80 1257 1300 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribulion 0 0 0 0 14 Subtotal 45 80 1257 1300 15 Duct loads 31% 48'/0 14 38 31% 480/6 385 623 Total room load 59 119 1642 1924 Air required (cim) 3 5 1 1 76 79 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .P. -4il- wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017 -Mar -03 08:40:07 3 .. keAmesburyAGLN\Lot96ThornbrookeAmesburyAGLN.rup Calc - M.18 House laces: N 'DEL --AIR Right -J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITI% ING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot96ThombrookeAmesbur... Date: 6/4/2014 By: BENTLEY 1 Room name BATH 2 BED 3 2 Exposed wall 5.5 It 10.5 It 3 Room Height 9.3 11 heal/ccol 9.3 If heaUcool 4 Room dimensions 13.5 x 5.5 It 13.5 x 10.5 ft 5 Room area 74.3 112 141.8 It2 Ty Construction U -value Or HTM Area (112) Load Area (W) Load number (Btuh/I12•11F) (BI 119 or perimeter (11) (BI h) or perimeter (It) (Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vy 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 ----GD 2B -21v 0 340 n 9.62 10.58 0 0 0 0 0 0 0 0 II 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 13A•2ocs 0.201 a 5.69 4.35 51 45 258 197 98 79 447 342 t1G 2A-2ov 0.340 a 9.62 27.64 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 28.98 0 0 0 0 19 1 187 563 I�_-_-GG 2B -21v 0.340 a 9.62 26.01 6 1 58 156 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 14.93 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 -( 2A-2ov 0.340 w 9.62 28.98 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 28.98 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 2.58 1.44 0 0 0 0 126 126 324 182 L -D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 74 74 67 129 142 142 128 246 F 22A4pl 0.989 27.99 O.OD 74 6 154 0 142 11 294 0 6 c) AED excursion -8 70 Erie" losstgain 537 474 1380 1403 12 a) Infiltration 105 34 201 65 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 642 508 1581 1468 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 642 508 1581 1468 15 Duct loads 1 31% 48%1 197 244 31% 485/6 485 704 Total room bad I 1 839 1 752 2066 2172 Air required (cfm) 39 31 1 1 96 89 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W rlghtsaft' 2017 -Mar -03 08:40:07 AMk Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 4 ...keAmesburyAGLN\Lot96ThombrookeAmesburyAGLN.rup Calc = M,18 House laces: N !DEL --AIR Right -J® Worksheet 121"11''""""" Entire House DEL -AIR HEATING & AIR PNDITI( N16N 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot96ThombrookeAmesbur... Date: 6/4/2014 By: BENTLEY 1 Room name KITCHEN DINING/LIVING 2 Exposed wall 14.0 It 32.5 ft 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 1.0 x 222.0 It 1.0 x 419.8 It 5 m Rooarea 222.0 112 419.8 02 Ty Construction U -value Or HTM Area (112) Load Area (112) Load number (Bluh/112-°F) (BtUN112) or perimeter (It) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 Vjl 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 47 23 129 99 I�-fD 2B -21v 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 24 24 265 288 13A.2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 11 2A•2ov 0.340 a 9.62 27.64 0 0 0 0 0 0 0 0 2A•2ov 0.340 a 9.62 28.98 0 0 0 0 0 0 0 0 2B -21v 0.340 a 9.62 26.01 0 0 0 0 0 0 0 0 y/ 13A•2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A•2ovd 0.580 s 16.41 14.93 0 0 0 0 0 0 0 0 Vj/ 13A•2ocs 0.201 w 5.69 4.35 131 103 585 447 257 198 1128 863 2A-2ov 0.340 w 9.62 28.98 0 0 0 0 58 4 561 1689 I�_(C; 2A-2ov 0.340 w 9.62 28.98 28 2 268 806 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 92 74 190 106 LD 11 DO 0.390 n 11.04 11.99 0 0 0 0 18 18 197 214 C 16B-30ad 0.032 0.91 1.74 222 222 201 385 420 420 380 729 F 22A•tpl 0.989 27.99 0.00 222 14 392 0 420 33 910 0 6 c) AED excursion 265 685 Envelope loss/gain 1445 1904 3760 4672 12 a) Infiltration 268 87 622 203 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 1200 0 Subtotal (lines 6 to 13) 11713 3192 4382 5105 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1713 3192 4382 5105 Duct bads 31% 48% 525 1530 31% 48% 1344 2447 r Total room load 2239 4721 5726 7551 Air required (clm) 104 194 1 265 310 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C _01+ Wrlghtsof ' 2017 -Mar -03 08:40:07 .1MRight•SuiteO Universal 2017 17.0.16 RSU24011 Page 5 ...keAmesburyAGLN\Lol96ThornbrookeAmesburyAGLN.rup Calc = M.18 House laces: N '1 DEL -AIR Right -J® Worksheet Job: Lot%ThombrookeAmesbur-.. Entire House Date: 6/4/2014 DEL -AIR HEATING & AIR By: BENTLEY CNDITI %� ING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407.333.3853 Web, WWW.DEL-AIR.COM I Room name UTILITY 2 Exposed wall 12.5 It 3 Room height 9.3 It heat/cool 4 Room dimensions 6.0 x 7.0 It 5 Room area 42.0 f12 Ty Construction U -value Or HTM Area (It2) Load Area Load number (StuWIIZeF) (BI f12) or perimeter (It) (at h) or perimeter Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 13A-2ocs 0.201 n 5.69 4.35 56 52 296 226 2B -21v 0.340 n 9.62 10.58 4 0 38 42 11 D0 0.390 n 11.04 11.99 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 1 1-G 2A -ZDV 0 340 a 9.62 27.64 0 0 0 0 2A-2ov 0.340 a 9.62 28.98 0 0 0 0 2B -21v 0.340 a 9.62 2601 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 2A-2Dvd 0.580 s 16.41 14.93 0 0 0 0 Vy 13A-2ocs 0.201 w 5.69 4.35 61 61 345 264 2A•2Dv 0.340 w 9.62 28.98 0 0 0 0 2A -20v 0.340 w 9.62 28.98 0 0 0 0 P 12C-Osw 0.091 - 2.58 1.44 65 65 168 94 LD 11D0 0.390 n 11.04 11.99 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 42 42 38 73 F 22A-tpl 0.989 27.99 0.00 42 13 350 0 6 c) AED excursion •104 Envelope loss/gain 1235 595 12 a) Infiltration 239 78 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 600 Subtotal (lines 6 to 13) 1475 1273 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 1475 1273 15 Duct bads 1 31% 481/6 1 452 610 Total room bad I I 1927 1 1884 Air required (cfm) 89 77 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. '114M-� wrightsoft- 2017 -Mar -03 08:40:07 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 6 ...keAmesburyAGLN\Lol96ThombrookeAmesburyAGLN.rup Calc = MJ8 House faces: N '1 DEL -AIR Duct System Summar y � Job: Date: LombrookeAmes... 6/44/2014/2014 1EA11°-AMCOt°110011111110111 Entire House By: BENTLEY in H2O DEL -AIR HEATING & AIR CONDITIONING in/100ft 1160 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison AMESBURY External static pressure Pressurelosses 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 0.163 in/100ft 1160 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.163 in/100ft 1160 cfm 147 ft 31 Name Design (Btuh) Htg (Cf m) Clg (cfm) Design FR Diam (in) H x W (in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 2 h 839 39 31 0.219 4.0 Ox 0 VIFx 24.6 85.0 SO BED 2 c 1924 76 79 0.217 6.0 Ox 0 VIFx 25.6 85.0 st1 BED h 2066 96 89 0.300 6.0 Ox 0 VIFx 10.0 70.0 DINING/LIVING c 3776 132 155 0.226 7.0 Oxo VIFx 21.0 85.0 st1 DINING/LIVING-A c 3776 132 155 0.287 7.0 Ox 0 VIFx 13.7 70.0 FAMILY RM h 5092 236 210 0.165 9.0 Ox 0 VIFx 45.1 100.0 st2 KITCHEN c 4721 104 194 0.171 8.0 Ox 0 VIFx 40.4 100.0 st2 MASTER BATH h 1457 67 48 0.165 5.0 Ox 0 VIFx 45.6 100.0 st2 MASTER SUITE h 4024 186 118 0.163 8.0 Ox 0 VIFx 47.2 100.0 st2 MASTER WIC c 119 3 5 0.171 4.0 Ox 0 VIFx 40.3 100.0 st2 UTILITY h 1927 89 77 0.298 6.0 Ox 0 VIFx 10.6 70.0 C WPI htsoft• 2017 -Mar -0308:40:08 9 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 1 keAmesburyAGLN\Lol96ThornbrookeAmesburyAGLN rup Calc = MJ8 House faces: N Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF 596 574 0.163 557 14.0 0 x 0 VinlFlx st1 st1 Peak AVF 843 839 0.163 604 16.0 0 x 0 VinlFlx C WPI htsoft• 2017 -Mar -0308:40:08 9 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 1 keAmesburyAGLN\Lol96ThornbrookeAmesburyAGLN rup Calc = MJ8 House faces: N Name C Wrhtsofte Grille Size (in) Htg (cfm) Clg (cfm) TEL M Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx 2017 -Mar -03 08:40:08 l ^� 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 .4CCf�...keAmesburyAGLN\Lot96ThombrookeAmesburyAGLN.rup Calc = MJ8 House laces: N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot96ThombrookeAmesburyAGLN Builder Name- Taylor Morrison Street: Permit Office - City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity s aces. 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 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist 0 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). D Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) O if Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 3/3/2017 8:41:14 AM EnergyGauge® - USRCSB v5.1 Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot96ThombrookeAmesburyAGLN Builder Name: Taylor Morrison Street, Permit Office: City, State, Zip: FL, Permit Number. Design Location: FL, Orlando Jurisdiction: 691500 Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 j System 1 cfm25(Out) 2 I System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 j Total House Sum lines 1-4 Duct System Divide by j Leakage (Total Conditioned Floor Area) i _ (Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn Duct tightness shall be verified by specified on Form R405-2014. testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. SIGNATURE: PRINTED NAME: DATE: BUILDING OFFICIAL: DATE: yo�gHE STgr� .t�I OHO 0 — k. a LDD WE 3/3/2017 8:42 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot96ThombrookeAmesburyAGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 1588 sq.ft. Cond. Volume: 14768 cu ft. Envelope Leakage Test Results Regression Data: C: rl Single or Multi Point Test Data HOUSE PRESSURE 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 test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: �y01T14E STgTR 44F ON CA v .*. X 3/3/2017 8.41 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display cans completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402 4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4 Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psi (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)Wl 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 at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler. enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 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 lest, total leakage shall be less than or equal to 3 On (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. 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carving 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. 0 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 tum off the hot-water circulating pump when the system is not in use. 0 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 Y: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank 0 R403.4.4 Water heater efficiencies (Mandatory). 0 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 bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water healing systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 3/3/2017 8:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1 15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403 6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403 6 1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard O R403.9.2 Time switches. Time switches or other control method that can automatically tum off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 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. 3/3/2017 8:41 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 42X42 A/C SLA 1 1 -----AW �. Qt` BY BLD. MIN A/C �; j i✓wcn 2' FROM WALL PAD oai. �fa r.wr 16.16 rap 16.16 rsp 11' MM SSTERR SUITE FAMILY ROW , 9�I.ctl 12.12 1I.Cd Illi 1 2I0 p' I! 9.1 .SEN -- ealo-sr 3' bath duct .!' a;;.I=S ____, to roof cap �66,�— - W/ f n n 6' �; 6 OWINOMEG ROOM Nutone 696RN i. 10.10 rPl is, e MMI 4' 1 IB hp 16' LIVING R0OM 3.0 Tp1 V y(V !21 IPH 10.10 r. W - -e MalIWIfijNG IN ATTIC 10.13 PI -2244 rad 10.6 I.cd 6' 1 1M I.cd Pil >E S` tL\ ..r C, g e ev K,19� } U Q Q Z 0 LU F OJ N \ W \ CU \ 00 O F �o 0 0L Vl � W O O 0 Q �,nWm o J o CO Cr z CU J N Q' \ >. WF—O l� 1588 6 t--- wY 110 Z o } In m LU •• > Z m Q 1 M4YIy� 1 .I NM M LMi aAR1 NOTE TD SUILDE$bKnT PROVIDE UNRESTRICTED EIIR I INCH WKRCUT RCLOV OODRS TO HANTAILE ROOKS f ' TransFer Accts/prsls shed In conpllanc. .Ith Florida R.slde"al bAdkV Cade-N16p2.4 °°I°°`°d r°1_3 °` ESCEPed 1-7 MAIN FLOOR 6' dryer ..It cap GARAGE I off" e I�.�me.rao ;; IUITT7aND tE'i11r0 I �• realm Q Pil >E S` tL\ ..r C, g e ev K,19� } U Q Q Z 0 LU F OJ N \ W \ CU \ 00 O F �o 0 0L Vl � W O O 0 Q �,nWm o J o CO Cr z CU J N Q' \ >. WF—O l� 1588 6 t--- wY 110 Z o } In m LU •• > Z m Q 1 M4YIy� 1 .I NM M LMi aAR1 NOTE TD SUILDE$bKnT PROVIDE UNRESTRICTED EIIR I INCH WKRCUT RCLOV OODRS TO HANTAILE ROOKS f ' TransFer Accts/prsls shed In conpllanc. .Ith Florida R.slde"al bAdkV Cade-N16p2.4 °°I°°`°d r°1_3 °` ESCEPed 1-7 MAIN FLOOR Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r.6 Insulation vat V. Pil >E S` tL\ ..r C, g e ev K,19� } U Q Q Z 0 LU F OJ N \ W \ CU \ 00 O F �o 0 0L Vl � W O O 0 Q �,nWm o J o CO Cr z CU J N Q' \ >. WF—O l� 1588 6 t--- wY 110 Z o } In m LU •• > Z m Q ),,E a c Go OZE am Mw iOT 02--222-17 L O vc� Ct1 Cn 0 `j U1 F 1� g I 3 S Dp eoRwnmaarwrt e.rzs.aoo TEL FAX o.on.uoo �.wc wvwa�vs�amr r U Q Q zm���� 0 Vj �_ ^^ O W \ ,,W LTJ --4 Q � OJ CU\ � LU CU 00 CU (') 0 Z 0 I..L O W cl. Ce 00 O CeI—I LIJ v� 0 Y J p 0O C O Q � D i0 PA o 1_ o rq M Z cv J 0 C� \ 1588 Q�o� �,DL AAE Z w nuT NOW O } N m w > Z D JQf-m�Q O-1 OO Q W +2 12 CL -1(1)00 42X42 A/C SLA i LANAI AM= rill BY BLDR MIN A/C '-0`-� if- 0.T. r HT 2' FROM WALL PAD ""'" ± AD.�t1+ GNI ' ran 16x16 raT14' 6x16 rag 0 rta 4 MASTER SUITE FAMILY ROOM is-w•er-w T!-ir-r ws r -e MT aL 01-4*MT U.S. 1]qq 8 Iwcd i 8 12� 1242 lwcd 210 II g• I 11 TMJ fiMEOW x aq 5' + 4' i 9 � 0x6 1 d 50 n K BAT" x4 I 8' IU O rr LAT Q 5 r -a FLAT as O 14' 14x8 lwcdi pi Iia T. I 95 s4 rINYi mww ` Tuma svwm � Qww BRKFST 0 w A s• 3 bath duct BEDROOM 2 as ""T a `` 19 r r T� B o to roof cap OX61wcd --- � w/fan 0 � Nutone 696RN 6' � DINING ROOM r-• nAT aa. 1040 r 12x6 lwcd !{ EAT" TO 7O NAZIQ.� 7' as .L2 g 30 4Mvan �2, 4' " 16 rag uY 9 C 8 16' lI 3.0 TON W/5KW E240V IPH e 10x10 rn LIVING ROOM 1sidr_6 AHU HANGING IN ATTIC r-.ruraa 1843 plen 22x14 rad 10x6 lwcd 155 scale X1/8'=1'0' Z_T 6• 9%EDR9 12x6 Iwcd er�� Tr -e nr-0 r-4* Tur as i 7' ASE • noe RK0W TQ AT A'+ y Oyy& "WWI SUOUL Ol VW ATM AV � -- F� RYNIItME 2 6' Za I IMr.Rww dryer wall cap 75x sXdw-0E 6 i r-C Ttr. NT. f� Off T ss ut I llEQ6tMOE DaRMTBI PISIW I a �.j HATCHrnG LE(�ID lal/AiMLL '--® I I F WATvr � I anaerert�� I I ® I rA:Oo>tawr�eaax I Wvur AFF. LIVNG 1NOF. GARAGE TO BUILDERIMUST PROVIDE UNRESTRICTED ENTRYNOTE 1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMSTOTAL LAMAI Transfer ducts/grills sized In compliance 9O Fi. with Florlda Residential Building Code -M1602.4 return air. EXCEPTIONS 1-3 EXCEPbalanTIONS MAIN FLOOR PLAN N TE Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation val G—A , ),,E a c Go OZE am Mw iOT 02--222-17 L O vc� Ct1 Cn 0 `j U1 F 1� g I 3 S Dp eoRwnmaarwrt e.rzs.aoo TEL FAX o.on.uoo �.wc wvwa�vs�amr r U Q Q zm���� 0 Vj �_ ^^ O W \ ,,W LTJ --4 Q � OJ CU\ � LU CU 00 CU (') 0 Z 0 I..L O W cl. Ce 00 O CeI—I LIJ v� 0 Y J p 0O C O Q � D i0 PA o 1_ o rq M Z cv J 0 C� \ 1588 Q�o� �,DL AAE Z w nuT NOW O } N m w > Z D JQf-m�Q O-1 OO Q W +2 12 CL -1(1)00 Aar ta-" s 3" a" i �A V v1. o ` :BOA. C ' I " TAYLOR MORRISON THORNBROOKE S.F. AMESBURY LOT 96 W OPT: 2ND LAV IN MASTER RECORD COPY i L G� ��eetziea� cSe 2v�Ce s,_qnC. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 # 7 - 9 2 VA VA SUBTOTAL OF GENERAL LOAD 32210 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 22210 VA x. 4 8884 VA TOTAL NET GENERAL LOAD 18684 VA 3 TON HEAT PUMP #1 22.1 AMP X 240 VA = 5304 VA TON HEAT PUMP #2 AMP X 240 VA = VA _ KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 18884 VA NET TOTAL HEAT 10504 VA TOTAL LOAD 29388 VA CALCULATED LOAD FOR SERVICE 29388 VA 1240 V= 122.45 AMP ISO AMP SERVICE LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP 0: -DING (NEC CODE #D2 0) BUILDER TAYLOR MORRISON SANFpRD HOUSE PLAN AMESBURY O�PAR�p�� 1588 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 4 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 32210 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 22210 VA x. 4 8884 VA TOTAL NET GENERAL LOAD 18684 VA 3 TON HEAT PUMP #1 22.1 AMP X 240 VA = 5304 VA TON HEAT PUMP #2 AMP X 240 VA = VA _ KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 18884 VA NET TOTAL HEAT 10504 VA TOTAL LOAD 29388 VA CALCULATED LOAD FOR SERVICE 29388 VA 1240 V= 122.45 AMP ISO AMP SERVICE DESCRIPTION AS FURNISHED: Lot 96, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71,' Public Records of Seminole County, Florida. 'BF 11-19Q_ RECORD COPY PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONIN DATE i NARCISSUS AVENUE (RIW VARIE Ok to construct single family home N 89°58' 38" E with setbacks and impervious area 40.00' shown on plan. 1'k •O! 10' LANDSCAPE, WALL v� FENCE, UTILITY ESMT. �O 18.13' Yy&' 24.80' J.5,93.5' LOT 96 AC 16.0 5.33' 1d LANA) 5.00' 5.00' J0.0' w W PROPOSED RESIDENCE '? AMESBURY - A 2 CAR GARAGE LEFT N O O c LOT 95 O o O p O O LOT 97 o N o CV O O 4.3' 5.00' v Fry ENTRY C po 5.00' 20.0' ORAE WALK 25.20' 25.20' 10' UTIL. ESMT. 28 — -0(PC) 5' CONC. WALK 3' FLARES ON LOT AREA CALCULATIONS- C LOT = 4,800 SOFT. 6 SO FT. N 89°58' 38" E GARAGE = 4'0 40.00' ENTRY = 75 SO.FT LANAI = 107 SOFT. BREEZEWAY =N/A SLY. FT. DRIVEWAY = 403 SO.F r RED ROSE LANE A/c PAD = 12 5O.F7 WALKWAY - 50 SO rT. (50' RIW) TRACT 1. IMPERVIOUS = 55.0 x UTILITY & ACCESS RIW SOD = 2 l69 SO. R. OF O A _A CALe A 1 NC• �0 RIW - 440 SO. FT. 9 PROPQsED - FINISHED SPOT GRADE ELEVATION APRON a 110 SOFT, PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK = 200 SO.F7. v-- PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY SOD - 130 SO.F 7. LOT GRADING TYPE A REAR - 15' L A= 5.240 SU.I-r. PROPOSED F.F. PER PLANS 25.8' SIDE 5.0' PROPOSED INFORMATION SHOWN AREA ON SUPPLIED PLAN —PROPOSED [RADE PER CONSTRUCTION PLAN /',�F SIDE CORNER a 10' ASND/OR INS1RUCT10NS PER SIDESED WALK - 250 5Q.F7, CLIENT NOT FIELD VERInED SOD SO FT. CRUSEiVHEYETR-SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - P . PLAT ►aL . PONT ON Lure 5400 E COLONIAL DR. ORLANDO, FL. 3?807 (407)-277-3232 FAX (407)-658-1436 P . FIELD TYP. . TYPICAL IP. • OWN PIPE PAL • POINT W REVERSE CIRNATIRE IR .IRON ROD ►LG . ►DIM m Cl1Yi01ALD CURVATURE NOIES. I. NE UNOERSIONED DOE'S NEREHY CDTRFY IMF THIS SURVEY MMM NE STANDARDS OF PRACTICE SET FDITIN gY INE FLORIDA OOARD OF CA • CONCRETE IWN[NT RAR • RADIAL W. . VY IR •/RLR 4396 NFL . NON-RADIAL PROFESSIONAL SURVEYORS AND MAPPERS W CT AMO SJ-17 FLORIDA ADYINISTRAMT CODE PURSUANT 10 SECTION 472.027, UT.ORICA STATUCS 2. UNLESS EMBOSSED WIN SURVEYORMI 'S SIGNATURE D OPJW44L 941SED SEAL TRIS SURVEY MAP OR COPIES ARE NOT VALID,SCT roulr PCC• POINTRECOF CAL . CALCULWITNESATED PSR. • POINT m' DCGRNCE) [ALC .CALCULATED 3 T� � • WS PREPARLD FROM TRIE IN ORMA110N FURNISHED M NC SURVEYOR. NERC MAY BE onto RCSTMIgINS OR THAT AFFECT PROPLRm P.O.C. • roIM or COIDPJi[YKM IRM . PERIANDR REiatCNCC NDNUNWT UNDMEMS �• NO U/MERCROIWD WPROVEMEMS MAK BEDJ LOCATED UNLESS ONOrME SHOWN. m CENTERLINE ENTCA DISH RSL • BUILDING FLm KEl"ATIW NSD . LLINE A NVE IS SURY LS PREPARED FOR INE SONE MOW OF THOSE camnro To AND SHOULD NOT BE RELIED UPON &V ANY OTHER ENVY. R/V . RIGHT-CF-VAY IIA • 20CINARK & OWENSIONS SHOWN FOR THE Wr4MN OF IMPROVEMENTS HEREON SHOULD NOr BE USED TO RECOWSTRUOT BOUNDARY LINES.ESHT. . CASEMENT RR RASE REARING 7. DEARWCS, ARE BIPED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BEARING (B.&) DRAIN. DRAINAGE & ELEVATIONS, R SNOW, ARE CASED ON NATIONAL GEOOEIIC CLAM OF 1929, UNLESS OTNVM*r NOTED. UTIL. UTILITY CLFG • CHAIN LINK FENCE D. COMFIGIE OF AVMOIVLATION No. 439& VDSG • VOOD FDa P.C. - CONCRETE CURVATURE SCALE V- 1- - 20'-+ DRAWN BY. ••• P.T. • PWHY OF TANGENCY n. TION 0 l7ATE cERnnED dY ORDER No. R R�DSIUS �TLENGTH PLOT PLAN OJ-10-17 1050-17 p C • pip REVISED PLOT PLAN 05-JI-17 GL CNN. RCARIND NORTH JL THIS BUILDING/PROPERTY DOES. NOT UE WITHINTHE ESTABUSHED 100 YEAR FLOOD PLANE AS PER YIRM' TO GRVSENM R.L.S. / 4714 ZONE -C MAP. / 12117C 0055 F. .AFF W. SCOT►, 4S 1 4801 76-8-0 10-0-6 53-11-8 6-0-0 3-4-0 4-8-0 J- 4-7-8 49-4-0 6 -8-0 6-0-0 76-8-0 MOD MAX Iv m m m Hanger List H1 HTU26 NOTES: L) REFER TO HID 91(RECOMMEFDATIONS FOR HADLIN6 INSTALLATION AND TEMPORARY ORACIN6) REFER TO EWANEEMP ORAWW65 FOR PERMANENT ORACIN6 REOWRED 2.) ALL TRUSSES (INCLLOIN6 TW%ES TINDER VALLEY FRANW6) M1.05r DE COMPLETELY PECKED OR REFER TO DETAIL V105 FOR ALTERNATE ORACM RE01.11REMENT5 3) ALL VALLEYS ARE TO OE CONVFNnONALLY FRAMED OY OL LOER 4.) ALL TRUSSES ARE VES16HEO FOR 7 o, MAXIMUM 51'ACU46. LILE55 OTKRWI5E NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIM LJNESS OTHERWISE NOTED, 6) 5Y42 TRUSSES M05T OE INSTALLED WITH THE TOP DEL% IA 7) ALL ROOF TW% TIANGERS TO Of SIMPSON HFW6 UTLESS OrHERW15E NOTED. ALL FLOOR TRI I% MAWR$ TO DE SIMPSON fM422 LICE% OTHERWISE NOTED 5) DEAWIEADERULINrEL(FDR) TO OE FURNISHED OY DUILOEIL SHOP DRAWING APPROVAL TNS LAYOUT K TIE 50.E SOURCE FOR FM OCATIM OF WhESW VOIDS ALL MVM AIMECTURAL OR OUR n119i LAYOUTS REVIEW AW APPROVAL OF 0R5 LAYOIT Mbf OE RECEIVED WORE ANY iRUfiES ILL DE DUET. VERIFY ALL (ODITM TO WHIM ALAIN5T OME5 THAT ILL RESLLT W EXTRA CIIAR6E5 TO YOU tys.W ".I F.a . FF. or w r'l 6uilders . FirstSource Orlando PHONE 407.651-2100 FAX: 407.651.7111 Plant City PHONE- 613-759-5951 FAX 613.752.832 Taylor Morrison Homes I Amesbury A Lanai Lot xx RMa r. 3-1-17 RiclK I 1 II u L w N N N — m .d0 m -49 � Nm m N m O� N tJ � C3 A C5 I m E6 m N C? m E6 E6 IV E6R r� CD I II C I II m VO4 1U04 I C3 U06 CS n L_E6IV E6m= m E6 C5 III Cl� .11111 '111 ILI 11 111111 1� I It it �� 'A mCI IT1 1 n I I I 11 11 1 11 11 i i 11 3-4-0 4-8-0 J- 4-7-8 49-4-0 6 -8-0 6-0-0 76-8-0 MOD MAX Iv m m m Hanger List H1 HTU26 NOTES: L) REFER TO HID 91(RECOMMEFDATIONS FOR HADLIN6 INSTALLATION AND TEMPORARY ORACIN6) REFER TO EWANEEMP ORAWW65 FOR PERMANENT ORACIN6 REOWRED 2.) ALL TRUSSES (INCLLOIN6 TW%ES TINDER VALLEY FRANW6) M1.05r DE COMPLETELY PECKED OR REFER TO DETAIL V105 FOR ALTERNATE ORACM RE01.11REMENT5 3) ALL VALLEYS ARE TO OE CONVFNnONALLY FRAMED OY OL LOER 4.) ALL TRUSSES ARE VES16HEO FOR 7 o, MAXIMUM 51'ACU46. LILE55 OTKRWI5E NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIM LJNESS OTHERWISE NOTED, 6) 5Y42 TRUSSES M05T OE INSTALLED WITH THE TOP DEL% IA 7) ALL ROOF TW% TIANGERS TO Of SIMPSON HFW6 UTLESS OrHERW15E NOTED. ALL FLOOR TRI I% MAWR$ TO DE SIMPSON fM422 LICE% OTHERWISE NOTED 5) DEAWIEADERULINrEL(FDR) TO OE FURNISHED OY DUILOEIL SHOP DRAWING APPROVAL TNS LAYOUT K TIE 50.E SOURCE FOR FM OCATIM OF WhESW VOIDS ALL MVM AIMECTURAL OR OUR n119i LAYOUTS REVIEW AW APPROVAL OF 0R5 LAYOIT Mbf OE RECEIVED WORE ANY iRUfiES ILL DE DUET. VERIFY ALL (ODITM TO WHIM ALAIN5T OME5 THAT ILL RESLLT W EXTRA CIIAR6E5 TO YOU tys.W ".I F.a . FF. or w r'l 6uilders . FirstSource Orlando PHONE 407.651-2100 FAX: 407.651.7111 Plant City PHONE- 613-759-5951 FAX 613.752.832 Taylor Morrison Homes I Amesbury A Lanai Lot xx RMa r. 3-1-17 RiclK ® 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: TB0096 - MiTek USA, Inc. Site Information: Tam Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0096 Model: Amesbury Lot/Block: 96 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: FBC2014frP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 27 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T10650544 C1 3/15/17 118 IT10650561IT09 ' 9 �• 3/15/17 12 I T10650545 I C3 13/15/17 119 I T10650562 I T10 1 3/15/17 13 I T10650546 I C5 1 3/15/17 120 I T10650563 I T11 1 3/15/17 1 4 T10650547 1 E5 3/15/17 21 IT10650564IT12 3/15/17 1 5 T10650548 1 E6 3/15/17 22 IT10650565IT13 3/15/17 6 T10650549 E6A 3/15/17 23 IT10650566IT14 3/15/17 7 T10650550 H5 3/15/17 24 IT10650567IT15 3/15/17 18 I T10650551 1 H6 13/15/17 125 I T106505681 T16 13/15/17 19 I T106505521 T01 13/15/17 26 I T106505691 VO4 13/15/17 110 I T106505531 T01 AC 13/15/17 127 1 T1 0650570 1 V06 13/15/17 111 112 113 114 15 16 117 I T 106505541 1 T10650555 I T10650556 1 T106505571 T10650558 T10650559 ( T10650560 T02 I T03 I T04 T05 1 T06 T07 I T08 1 3/15/17 1 3/15/17 1 3/15/17 1 3/15/17 3/15/17 3/15/17 13/15/17 J 1 J 1 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g.. loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 'Zol * SANFORD ' o�'OgRTM�� #17-1912 V March 15,2017 Velez, Joaquin 1 of 1 `, 111111//���� �� UIN VF4 !,,. o 68182 cc X •�/ ' 9 �• STATE OF O R ONAL %%`% '91/11111110% Joao ul Velez PE No.68182 MR k , Inc. FL Cert 6634 690,1) East Blvd. Tampa Ft. 33610 V March 15,2017 Velez, Joaquin 1 of 1 Job Fuss iT Fuss Type oty ply Tt06505a4 7BOO96 C1 Jack -Open 6 1 TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 2 >999 240 Job Reference (optional) Builders Fksi5fruice. 7ornpa, nem coy. morroo-wzoo ........w ••...o_. ..... .. __.._. ._____.�__.. ID:itsO4vLtwhHT994F1VUOLOz_9bD-wXUJ911ROW&EAgG1NXXzZ9i:W BgafyRIZHeSKzalxt 1.4.0 + 1.0.0 1.4.0 1.0.0 Scale = 1.7.8 NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vesd=108mph; TCDL=4.2pst; BCDL=6.Opsh h=1511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6)'Semi-rigid 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 - Varity dedyn paromefors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR -7473 rov. FOMW IS BEFORE USE 1.0.0 1.0.0 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 I Veri(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n1a FVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix) I Weight: 6 Ib FT = M. LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3= 36/Mechanical, 2=185/0.8-0, 4=9/Mechanlcal Max Harz 2=46(LC 12) Max Uplift3=-36(LC 1), 2=-85(LC 12) Max Grav3=23(LC 8), 2=185(LC 1), 4=18(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vesd=108mph; TCDL=4.2pst; BCDL=6.Opsh h=1511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6)'Semi-rigid 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 - Varity dedyn paromefors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR -7473 rov. FOMW IS BEFORE USE Design valid for use only with Mllek® connectors. Ris design Is based only upon "arneters shown. and Is for an hdNkAial buldhg eomponenl, nol a Ours systern. Relate use, the txlldhg designer musl verily the aWIcablilty of design parameters and property Incapoato 911s design Into the overall building design Bracing Indicated Is to prevent buckling of Individual Was web and/or chard members only. Addllbnal temporary and permanent bracing MiTek' is always requhod for stability and to Irevont collalxe with possible personal hpay and property damage. For general guldanco regading the tabrlcalkm, stooge, delivery, erection and bracing of misses and truss sysierns, soeANSI/1PI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Solely Information available from truss Plate Instllurle. 218 N. Leo Slreel. Suite 312. Adexarxdda. VA 22314. Tempo. FL 33610 Job ruse Truss Type Qty SPACING- 2-0-0 CSI. I DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 710650545 780086 C3 Jack -Open a t 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n1a Job Reference tional Buxdele FlrstboUrCe. Ian". Y00ni uffy. 1-101000 JJDOD I-- • w •o — •••• ...- ^• - - ^ •- - .•-_ _-.. _e_ . 1 D:its04vLfwhHT994F1 VUOLOz_9bD-wXUJgIIROof W EAgG 1 NXXzZ9S1 PAnatyRtzHeSKzalxt •1-4.0 3.00 1:;: d-0 3-0.0 Scale= 1 12.9 NOTES (7) 1) Wind. ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone, end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 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 Ib 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.' Q WARNING • YerW doOgn peraniatae and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MR -7473 rev. 1893W IS BEFORE USE 3-00 3-0-0 Design valid for use orgy vAlh Mllek® connectom iNs design Is based orgy upon parameters shown, and Is for an hdflvidual building component, not LOADING (psi) SPACING- 2-0-0 CSI. I DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Verl(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 i Verl(TL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n1a BCDL 10.0 Code FBC2014lrP12007 (Matrix) i Weight: 12 Ib FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=46/Mechanical, 2=236/0.8-0, 4=26/Mechanical Max Horz2=89(LC 12) Max Uplif13= 47(LC 12), 2=-80(LC 12) Max Grav3=46(LC 1), 2=236(LC 1), 4=52(LC 3) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES (7) 1) Wind. ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone, end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 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 Ib 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.' Q WARNING • YerW doOgn peraniatae and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MR -7473 rev. 1893W IS BEFORE USE Design valid for use orgy vAlh Mllek® connectom iNs design Is based orgy upon parameters shown, and Is for an hdflvidual building component, not wt a Inns system. Before use, the building deslgnm must verity the of3ftablity, of design paamelers add properly hCmperole, 11% design Into the overall 1x0dng design. ®ackV Indicated Is to ixovent brcldfrtg of IndNkkral truss wob and/or chord members orgy. Add illonal temporary and permanent bracing WOW Is always regaled for stablilly and to prevent col ryse vAlh possbbe personol Iniu y and Ixoperty damage For general gdldarce iegadling the fabrk;albn, storage. delivery, erecflon ardd 1)#ocing of trusses and tans systems, seeANSI/1MI Quality Criteria, DS8-09 and SCSI Building Component 6904 Parke East Blvd Safety Information avalic"e from truss Plate htsatute. 218 N. Loo Sheol. Suite 312. Alexandra. VA 22314. TompO, FL 33610 Job russ 5-0-0 Qty ply SPACING- 2-0.0 MiTek' CSI. ITrussType (lot) Well Ud PLATES GRIP T1o6sos46 780046 c5 Jack -Open 6 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 I Vert(TL) -0.07 Job Referenceo floral BU110918 F1161SOU1Ce, 1 WMS. Vlom Vey. V10,08 4.1a00 •.vim.....,..._._._....._.....__ I D:ItsO4vLtwhHT994F I VUOLOz_9bD-Pk2iu513B5nNsKFTa52mVmhbdpT7J6Cb_DOC9nzalxs -1.4.0 "_0 1.4-0 5-0-0 Scale = 1.17.8 NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Extedor(2) zone; end vertical telt and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) 2 except 01=Ib) 3=101. 6) "Semi-rigid pitchbreaks With fixed heels' Member end Iixity 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 - Verify dadpn panmefers and READ NOTES ON THIS AND INCLUDED MIlEK REFERANCE PAGE MIP -7473 rev. 109"015 BEFORE USE � 5-0-0 LOADING (psi) SPACING- 2-0.0 MiTek' CSI. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Veri(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 I Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 3 n/a Na BCDL 10.0 Code FBC2014lrP12007 (Matrix) I Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc pudirls. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=120/Mechanical, 2=302/0-8.0, 4=46JMechanical Max Horz 2=132(LC 12) Max Upli113— 101(LC 12), 2=-85(LC 12) Max Grav3=120(LC 1), 2=302(LC 1), 4=92(LC 3) FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Extedor(2) zone; end vertical telt and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ib uplift at joint(s) 2 except 01=Ib) 3=101. 6) "Semi-rigid pitchbreaks With fixed heels' Member end Iixity 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 - Verify dadpn panmefers and READ NOTES ON THIS AND INCLUDED MIlEK REFERANCE PAGE MIP -7473 rev. 109"015 BEFORE USE � Design valid for use only vAlh Malek® connectors. V& design Is Irssed only upon parameters Ywwn, and Is lot an bxlMdtal building component. not a innss system. Before use, the tx8ding designer intol verily the appllcabllty of design Ixaamelels and properly hcorlorale tints design Into the over,, IxBding design. Bracing frxlicoted Is to prevent bucldtng of Individual Iruss web and/or clord members only. Addition, temporary and permanent blrcr_tng MiTek' Is always ieQL*ed fon stability and to prevent collapse wllh possible personal b*wy and property damage. For general guidance regaidlng the fatxleatlon, storoge. delivery, ereclien and Mating of trusses and Inuss syslems. weANSVWI I Quality CA19da, DS6-89 and SCSI Building Component 6904 Paike East Blvd. Safety Information available from truss Plate Institute. 218 N. Leo Street, Sullo 312. Alexandria. VA 22314. Tampa. FL 33610 Job cuss Truss Type ty 710650547 780096 E5 Jack -Open 2 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Veri(LL) -0.03 Job Reference (optional) . 1..,. W.A IJs. •S M•7. 10 9af7 Dnn. 1 BUllders Fae150UVCe. l an". YOnr wry. Foredo JJDoo .--- --1.._-_._..... _.. ...___.. ..._...____-_____ ID:It504vLIwhHT994F1 VUOLOz_9bD-Pk21u5l3B5nNsKFTa52mVmhbZpT9J6Lb_DOCTnzalxs 1.4.0 5.4.0 ".0 5.4.0 Scale = 1.20 8 2x4 11 4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 lit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 dedyn pownefere and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE CAGE UP -7473 rev. 1=3101S BEFORE USE. 5.4.0 5.4.0 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Veri(LL) -0.03 2-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 2-5 >788 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 j HOrz(TL) 0.00 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 23 Ib FT = 2055 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=304/0-8-0,5=190/0-8-0 Max Horz 2=140(LC 12) Max L1pllt12— 82(LC 12), 5=-88(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 lit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 dedyn pownefere and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE CAGE UP -7473 rev. 1=3101S BEFORE USE. Design vdld la use orgy with Mitek® conneclors. Ihls design Is based orgy upon paaneters shown. and Is for an hdMclrsol Ixilding componenl, not o hum system. Before use, the brik➢ng designer must verily the appllcalAlty of design paanelers and properly hcorporato Sn6 design Into the overdl txDding design. Bating hxftoled is to prevent buci fng of IndIvldral In.= web and/or chord members orgy. Addlllond lemMory and penncmnl txocing WOW Is dwoys iegtbed for slobBlly and to Ixevenl cdlgno with posslAe persOnd Injury and poperty domoge. for general guidance regadng the ICAxlcalloa storoge, delivery. erection cxxl Ixacing of trusses ax1 Ism systems, seeANSVTPI I Quality CAterla, DSB-89 and SCSI Building Component 6904 Porke East Blvd. Safety Information avdlable from buss Plole Insllluto. 218 N. lee Street. Sulte 312, Alexondrto. VA 22314. Tempe, FL 33610 Job rusS Truss Type N y CSI. DEFL. In poc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 710650548 7B0096 E6 Jack -Open 7 1 BC 0.40 I Vert(TL) -0.15 2-4 >455 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference optional n!] Dsns � Builders ie6150Yrce. l Dmpe. rtdm "y.t-rortao uaoo • - r..._...,.-.... - -- •- - -- - — - ID:rtsO4vLtwhHT994F I VUOLOz_9bD-Pk2iu513B5nNsKFTa52mVmhYgpRzJ6Cb_DOC?nzalxs 1.4 O 6-0-0 �d.0 6-" Scale = 1:20.2 NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone, end vertical telt and right exposed;C-C for members and forces 8 MW FRS lot 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 20.0psi on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2 except 01=1b) 3=126. 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 - Vedl y design perannatere and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7477 rev. 1007/1016 BEFORE USE. 6-0.0 "-0 Design valid for use only wilh Muck® connectors. lhI5 design Is Ixxed orgy upon parameters shown. and Is lot on individual txtldhg component. not LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In poc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 I Vert(TL) -0.15 2-4 >455 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n1a BCDL 10.0 Code FSC2014/TP12007 (Malrix) Weight: 21 Ib FT = 20°0 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=153/Mechanical, 2=339/0-8.0, 4=56/Mechanical Max Horz2=154(LC 12) Max Uplitt3=-126(LC 12), 2=-90(LC 12) Max Grav3=153(LC 1), 2=339(LC 1), 4=112(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone, end vertical telt and right exposed;C-C for members and forces 8 MW FRS lot 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 20.0psi on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2 except 01=1b) 3=126. 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 - Vedl y design perannatere and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7477 rev. 1007/1016 BEFORE USE. Design valid for use only wilh Muck® connectors. lhI5 design Is Ixxed orgy upon parameters shown. and Is lot on individual txtldhg component. not 0 truss system. Wore uso. the IxBdlng designer must verity the cwollcablity of design paalneters and pxopetly hcapoiato this design into the overall IxiioVQ design. Bracing Indl otod Is to pxevenl Ixtcidlnng of IrxlMdtal Inns web and/or chord members orgy. Additional lemma y and parmaent Ixacing MiT®k' Is always requkod for sbWlly and to prevent collapse wllh pow"o personal hnfury and Ixoperty damage. For general guidance iegadkhg the lolxlCaflon, storage, dollvery. erection and MOcing of irtisses and Intss systems• seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6804 Parke East Blvd. Safety Information ovallahle from truss Prole Institute. 218 N Lee Street. Suite 312, Alexandria. VA 22314 Tampa. FL 33610 Builders V 1161bource. l empa. Krol t,ny, rows AJ p ..-__ _ ..r. _ . _ ..... _.....___...__. _ _. _ _ _ _ .. _ _ . ID:1tsO4vLtwhHT994F 1 VUOLOz_9bD-twc45RmhyPvETUgl8oa92_EhNCIL2ZgkDtmlXDzalxr 3.1.9 2-10.7 Scale = 122 3 2x4 11 2 3 6-0-0 6.0-0 LOADING (psi) Truss i ntlss I YPen' CSI. DEFL. in 7106505/9 780096 E6A (Jack -Open Gkdet 10 1 1 I Vert(LL) 007 1-5 >893 240 i TCDL 10.0 Lumber DOL 1.25 Job Reference (optional) .... w�.r u... 1. —0—n �m !? Pnn. t Builders V 1161bource. l empa. Krol t,ny, rows AJ p ..-__ _ ..r. _ . _ ..... _.....___...__. _ _. _ _ _ _ .. _ _ . ID:1tsO4vLtwhHT994F 1 VUOLOz_9bD-twc45RmhyPvETUgl8oa92_EhNCIL2ZgkDtmlXDzalxr 3.1.9 2-10.7 Scale = 122 3 2x4 11 2 3 6-0-0 6.0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 I Vert(LL) 007 1-5 >893 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Verl(TL) -0.18 1.5 >363 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 We n1a BCDL 10.0 Code FBC20141rP12007 (Matrix) Weight: 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=974/0-8.0, 5=1043/Mechanical Max Horz 1=128(LC 8) Max Upliftl=-222(LC 8), 5=-308(LC 8) Max Gravl=1073(LC 15),5=1 147(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 joints) except Qt=1b) 1=222, 5=308. 6) Girder carries tie-in span(s): 16.0.0 from 0.0.0 to 6-0-0 7) 'Semi-rigid pitchbreaks with lixed heels' Member and fixity model was used In the analysis and design of this truss. 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 + Rool Live (balanced): Lumber Increase --1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60,2-3---20,1-4=-297(F=-278) Q WARNING - Vwffy dedyn pammetors and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD -7473 rev. IGUIMIS BEFORE USE. Design valid log use only w18n Mllek® connectors. Ihls de$lgn is rased only upon parameters shown. and Is lot an Individual buldllg component. not a htss system. Before nae. the bti lding designer mist verify the applicability of design Iaramelers and properly hcorpotate 8nk design Into the overall Inas orgy. Addalbrol lemporary arta permanent bracing WOW IxOtltrng design. Racing Indicated Is to prevent buckling of Individual web anal/or chord members 6 always leWiod far, stab911y and to prevent collapse vrllh possible personal b*ry and pioperty damage. Fo general gtldonce regarding the ralrkallon. stotago. cldlvary, eiecllon and bracing of lnnsos and Inns systems soeANSVWI I Cua91y Criteda, OS5.89 and BCSI 6tlBding Component 6904 Parke East Blvd Safely information available Ion truss ROIs lmtitute. 218 N. boo Sheet. Sulle 312. Alexandria. VA 22314. Tempe. FL 33610 Job russruss We ry (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.08 2-5 >971 240 Tt0650550 780086 HS Roof Special Girder 1 1 BCLL 0.0 ' Rep Stress Incr NO WB 005 Horz(TL) 0.00 n/a We Job Reference o tional tiumeis mismource. Tampa. ID:itsO4vLIwhHT994F t VUOLOz_9bD-twc45RmhyPvET Ugt8oa?2_EgnCIW2ZckDtmlXDzalxr _6.11.6 1.10 10 6.11.6 0 5 t1 2x4 11 Scale = 1:21 1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.08 2-5 >971 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.22 2-5 >365 180 BCLL 0.0 ' Rep Stress Incr NO WB 005 Horz(TL) 0.00 n/a We BCDL 10.0 Code FBC2014lrP12007 (Matnx) Weight: 29 Ib FT = 20°0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=302/0-11-5,5=344/0-10-9 Max Horz2=142(LC 4) Max Uplift2=-132(LC 4), 5=-144(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-5=-263/179 NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl, h=15fh Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' 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 2-0-0 wide will lit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=132, 5=144. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1.6=-60 Trapezoidal Loads (pit) Ven: 6=0(F=30, B=30)-10-4=-11l(F=-26, B=-26). 2=-2(F=9, B=9) -10-5=-35(F=-7, B=-7) Q WARNING - Vfift dedgn peraniefers and READ NOTES ON THIS AND WCLUDED MlrEx REFERANCE PAGE MO.7473 rev. 160MIS BEFORE USE Design valid for use only with W lek® connectors this design Is based only upon p>rameters shown. and Is lot an khdivldual building component, not � a truss system Before use, the building designer must verity the applk:alAlty of design parameters and piopeily Incorporate this design Into the overall Bracing Indicated Is to budding Individual buss web and/or chord members only Additional temporary and permanent bracing MiT®k' lutldfng design. prevent of Is always requited lot stability and to prevent collapse with possBNe personal kVuy and properly damage For general guidance ieyarding the 6804 Parke East Bbd fabk:ation. storage. delivery, erection and bracing of trusses and truss syslems. seeANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Tampa. FL 33610 Safety Information ovallahle from truss Plate Instlbute. 218 N lee Street. State 312, Alexandria. VA 22314. Job Fuss TFUSS TYPO 0ty ly in Qoc) Well Ud PLATES GRIP T1065055t T80096 H6 Diagonal Hip Girder 3 t 2.6 >561 240 MT20 244/190 TCDL 10.0 Job Reference o tional 7 D.ww I Dudasre"61bource. romps. rront tny, pwou jr oo .... _.-.r.... __._....._.....-__...-_..._...__.._.._ __._... __.- . -o- - ID,itsO4vLIwhHT994F1 VUOLOz_9bD-L6ASInnJlj 155ePrrV5Ea8ntsc?6n?IuRXVl3fzalxq 1.10-t0 4.5.15i 58.4 8.5.13 1-t0 10 4.5.15 1.26 2.9-9 Scale = 1 19.8 B•5.13 &5.13 LOADING (psi)SPACING- 2.0.0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.17 2.6 >561 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.50 2.6 >196 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a IVa BCDL 10.0 Code FBC2014/TP12007 (Matrix) I Weight: 34 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP N0.2 WEBS 2x4 SP N0.2 REACTIONS. (lb/size) 4=125/Meehanical, 2=379/0-11-5, 5=324/Mechanical Max Horz2=176(LC 4) Max Uplitt4=-99(LC 4), 2=-149(LC 4), 5=-78(LC 8) Max Grav4=132(LC 18), 2=379(LC 1), 5=324(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-337/81 BOT CHORD 2-6=-189/297 WEBS 3-6=-380/242 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) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical telt and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except 01=1b) 2=149. 6) 'Semi-rigid pitchbreaks wish fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-7=-60 Trapezoidal Loads (pit) Veri: 7=0(F=30, B=30) -to -4=-127(F=-34, B=-34), 2=-2(F=9, B=9) -to -5=-42(F=-11, B=-1 1) Q WARNING • Vu1Iy ded9n peremetem and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MA -7473 rev. 1OWMMOIS BEFORE USE Design vdtd for use only Win Wiekb connactors. This design Is based only upon paranelers shown, and Is lor on tndlvkkxb building componenl. not a fit= system. Bolore tne, the b4Qding designer mtrst verity, the alrIk:otAlly of design parameters and properly Incorpaoto this design Into the overall building design. Bracing Indicated is to prevent budding of Individual Iruss web and/or chowd members only- Additional lemiorary and pewmaent bracing WOW B alWOya faaAred low stablilly and to Ixevenl coilarm with possible parsortd trtpoy and poperty damage. For general grAdatce iegardng the storage, delivery, erection and Ixocing of Imsses an d truss systems, soc-AMI/TPI I Quality Criteria, DSB-S9 and SCSI Building Component 6904 Porks East Blvd. Safety Information avdldlle Rom buss Plate Institute. 218 N. Lee Sheer. State 312. Alexandria. VA 22314 Tampo. FL 33610 Job russ oty Ply 19.9.13 30.0-0 ITFussType 10.23 6904 Parke East Blvd. 710650552 TBOO96 Tot I Common 16 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud Job Reference(optional) a 11.. •C MO•JI I1 7a1] Dnn� � Oullaers"161boulce. l ampa. 1'Ia111 wy. Flame Jaa00 HT99 FI VU .-.-..9bD...---...-_...._. ..__..- _. _. •,- I D:it504vLIwhHT994F 1 VUOLOz_9bD-L6ASInnJp 155ePriVSEaBng2c17nxiCuRxVl3lzaitq •1.4-0 7.9.5 15.0.0 22.2.11 30.0-0 31.4.0 1.4-0 7.9.5 7.2.11 7.2-11 7.9.5 Scale =1:53.7 4x6 = 3x6 =06 = 4x6 = 3x4 = N Ig REACTIONS. (Ib/size) 2=127310-8-0,8=127310-8-0 Max Harz 2=- 1 53(LC 13) Max Uphfl2- 311(LC 12), 8=-311(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-20531748, 3 -4= -18051711,4 -5= -1696r736,5 -6= -1696r736,6 -7=-1805r71 1, 7.8=-2053+748 BOT CHORD 2-12-527/1746, 12-13=-216/1161, 11-13-216/1161, 11-14- 21611161, 10.14=-216/1161, 8-10=-536/1746 WEBS 5-10=-227/694, 7-10=-426/360, 5-12=-227/694, 3-12=-426/360 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterlor(2) zone; end vertical left and right exposed;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=311, 8=311. 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 - Ved y dedgn paramerom and READ NOTES ON THIS AND INCLUDED 4frrEK REFERANCE PAGE AaM73 rev. 1093MOIS BEFORE USE 10.2.3 Design valid lot use only with hViek® Conneclors. Ihls design Is based only upon parameters shown. and Is fa an IndivIWtal building componentt, not 19.9.13 30.0-0 MiTek' 10.23 6904 Parke East Blvd. Safety Irdormallon ovatlabie from puss Plate InstiMe. 218 N lee Sheel. Salle 312. Alexarxlrlo. VA 22314. 9.7.9 10.23 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 V@A(LL) -0.34 10.12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.59 8-10 >594 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 HOrz(rL) 0.08 8 n/a n1a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or B-4-7 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=127310-8-0,8=127310-8-0 Max Harz 2=- 1 53(LC 13) Max Uphfl2- 311(LC 12), 8=-311(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-20531748, 3 -4= -18051711,4 -5= -1696r736,5 -6= -1696r736,6 -7=-1805r71 1, 7.8=-2053+748 BOT CHORD 2-12-527/1746, 12-13=-216/1161, 11-13-216/1161, 11-14- 21611161, 10.14=-216/1161, 8-10=-536/1746 WEBS 5-10=-227/694, 7-10=-426/360, 5-12=-227/694, 3-12=-426/360 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterlor(2) zone; end vertical left and right exposed;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=311, 8=311. 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 - Ved y dedgn paramerom and READ NOTES ON THIS AND INCLUDED 4frrEK REFERANCE PAGE AaM73 rev. 1093MOIS BEFORE USE ��• Design valid lot use only with hViek® Conneclors. Ihls design Is based only upon parameters shown. and Is fa an IndivIWtal building componentt, not a fruss system. Before too, the bt1kbV deslgnet must verity the applIcabilly of design paanelets asxi properly Incorpotalo ids design Into the overall Ir/ding design. Bracing Indicated Is to povenl buckling of IndivkltKl truss wob and/or chord members only. Additional lemparay and permanent tracing MiTek' Is criwoys tegllrod for stability and to peverni collapse wllh passible personal V*Ay and properly damage For genwal grddo nce tegacbV One (a1rlCallorx slaage. delNery, ereCtlon oral blaCing of trusses and truss systems seeANSI/TPI l CudltyCdtodo. DSB-69 and BCSI Bulldfng Component 6904 Parke East Blvd. Safety Irdormallon ovatlabie from puss Plate InstiMe. 218 N lee Sheel. Salle 312. Alexarxlrlo. VA 22314. Tampa. FL 33610 WHOM Ylisibource. 1 Dupe. Iw.. vity. rq,ga a,faoo ' •-'- - "�"- --' - - q- - - - ID:tis04vLNvhH7994F1VUOLOz_9bD-pJk-W gW7oyU09yj--"'-' o-_2Gpc77PJxa0M WOU1pBFsb5zalxp •1.4-0 7.9.5 15.0.0 22.2.11 30.0-0 31.4-0 1.4-0 7.9.5 7.2.11 7.2.11 7-9.5 Scale = 1:53.7 4x6 = 3x6 =-"- 3x4 = 4x6 = 30= N to runs Truss Type ty ply a ht= system. Before too. rho buildho designee mint verily rho applicability of design parameters and property hcaporate Ihb design Into the overall b iddhg design. ®acing indicated icated is to prevent buckling of IndBvldual trim web and/or chord members orgy. Additional tempxxasy and permanent bloChng WOW Is always ieci lied for sk"lly and to prevent collapse wllh possble personal frdtay add properly damage. For general gticdance toWdIng the fabrlcallm slaage. dollvery, eiecilo n and tAucfrng of Hisses and In= systems, soeANSI/TPl l Quality Criteria. DSB-69 and SCSI Building Component 10.2.3 LOADING(psf) SPACING- 770650553 �ob 80096 T01AC Common 2 t I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) Job Reference Uonal .... w.w u...c no 0-0 9m7 Dnn. I WHOM Ylisibource. 1 Dupe. Iw.. vity. rq,ga a,faoo ' •-'- - "�"- --' - - q- - - - ID:tis04vLNvhH7994F1VUOLOz_9bD-pJk-W gW7oyU09yj--"'-' o-_2Gpc77PJxa0M WOU1pBFsb5zalxp •1.4-0 7.9.5 15.0.0 22.2.11 30.0-0 31.4-0 1.4-0 7.9.5 7.2.11 7.2.11 7-9.5 Scale = 1:53.7 4x6 = 3x6 =-"- 3x4 = 4x6 = 30= N to LUMBER - TOP CHORD 20 SP N0.2 'Except' 4-5,5-6: 20 SP No.1 BOT CHORD 2x4 SP No.l WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1348/0-8-0,8=1348/0-8-0 Max Horz 2-153(LC 17) Max Uplitt2— 333(LC 12), 8— 333(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8.0-1 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2219/806, 3-4=-1969!769, 4-13=-1853/781, 5.13=-1795!781, 5-14=-17961781, 6 -14= -1853r781,6 -7=-1969f769,7-8-2219/806 BOT CHORD 2-12=-579/1894, 12-15=-264/1295, 11-15=-264/1295, 11.16-264/1295, 10-16=-264/1295, 8-10=-588/1894 WEBS 5-10=-230/705, 7-10-439/363, 5.12=-230/705, 3-12=-439/363 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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 bosom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 Ib uplift at joint(s) except 01=1b) 2=333, 8=333. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysts and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down and 27 lb up at 13.0-0, and 75 Ib down and 27 Ib up at 17.0-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-5=-60, 5-9-60, 2-8-20 Concentrated Loads (lb) Veil: 13---75 14=-75 WARNING • Verily degpn peremeime and READ N07ES ON THIS AND INCLUDED WWW REFERANCE PAGE W7473 my. 10GY20I6 BEFORE USE. 10.23 Design valid dot use only vArh Mllek® connectors. Bis design Is based orgy upon parameters Mown. and Is lot an h 0vidual trfldtng component not 9.7.9 a ht= system. Before too. rho buildho designee mint verily rho applicability of design parameters and property hcaporate Ihb design Into the overall b iddhg design. ®acing indicated icated is to prevent buckling of IndBvldual trim web and/or chord members orgy. Additional tempxxasy and permanent bloChng WOW Is always ieci lied for sk"lly and to prevent collapse wllh possble personal frdtay add properly damage. For general gticdance toWdIng the fabrlcallm slaage. dollvery, eiecilo n and tAucfrng of Hisses and In= systems, soeANSI/TPl l Quality Criteria. DSB-69 and SCSI Building Component 10.2.3 LOADING(psf) SPACING- 2.0-0 CSI. I DEFL. In (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) -0.34 10.12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.59 8-10 >593 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 I HOrz(rL) 0.09 8 n/a n1a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 137 Ib FT = 20% LUMBER - TOP CHORD 20 SP N0.2 'Except' 4-5,5-6: 20 SP No.1 BOT CHORD 2x4 SP No.l WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1348/0-8-0,8=1348/0-8-0 Max Horz 2-153(LC 17) Max Uplitt2— 333(LC 12), 8— 333(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8.0-1 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2219/806, 3-4=-1969!769, 4-13=-1853/781, 5.13=-1795!781, 5-14=-17961781, 6 -14= -1853r781,6 -7=-1969f769,7-8-2219/806 BOT CHORD 2-12=-579/1894, 12-15=-264/1295, 11-15=-264/1295, 11.16-264/1295, 10-16=-264/1295, 8-10=-588/1894 WEBS 5-10=-230/705, 7-10-439/363, 5.12=-230/705, 3-12=-439/363 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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 bosom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 Ib uplift at joint(s) except 01=1b) 2=333, 8=333. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysts and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down and 27 lb up at 13.0-0, and 75 Ib down and 27 Ib up at 17.0-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-5=-60, 5-9-60, 2-8-20 Concentrated Loads (lb) Veil: 13---75 14=-75 WARNING • Verily degpn peremeime and READ N07ES ON THIS AND INCLUDED WWW REFERANCE PAGE W7473 my. 10GY20I6 BEFORE USE. Design valid dot use only vArh Mllek® connectors. Bis design Is based orgy upon parameters Mown. and Is lot an h 0vidual trfldtng component not a ht= system. Before too. rho buildho designee mint verily rho applicability of design parameters and property hcaporate Ihb design Into the overall b iddhg design. ®acing indicated icated is to prevent buckling of IndBvldual trim web and/or chord members orgy. Additional tempxxasy and permanent bloChng WOW Is always ieci lied for sk"lly and to prevent collapse wllh possble personal frdtay add properly damage. For general gticdance toWdIng the fabrlcallm slaage. dollvery, eiecilo n and tAucfrng of Hisses and In= systems, soeANSI/TPl l Quality Criteria. DSB-69 and SCSI Building Component 6004 Parke East Blvd. Safely Irdormation ovallatAe from Ire Rate Institute, 218 N. lee Sheet. Stllo 312. Alexandria. VA 22314. Tampa. FL 33610 nullaers Mrsiboufce. Ianwo. YW.. V9y. •MO J.iD90 • ID:rts04vLw994F 1••V^U�•O• L Oz_9bD-H VICjToa F -K• H pKxZE pw7ig csA5.0- jdF_tD" Bvr- -P 8- 14.0 7.9.5 15-0-0 Yzalxo 2 30-0- 31.4-0 1.4-0 7-9.5 7-2.11 7.2-11 7.9.5 Scale = 1:56.8 3x6 // 3X6 :r- 3x6 \\ 3x6 4 5 6 7 3x6 = 3x4 = 06 = 3x4 = 10.2.3 puss russ ype y 10.2.3 9.7.9 10-2.3 Plate Offsets (X Y)-- 13:0 -4-0.0-3-01,14:0-3-0.0-0-81,17:0-3-0.0-0-81.[&.0-4-0.0-3-01 is always pec i lied la stability and to prevent colkwAs wllh possible personal hlury and pwtutrly damage. For general quldance ie9ac1r19 Bw fabrk:atlon, storage, delivery, wectbn and bracing of inuaes antl tnuss syslems, soeANSI/TPI l Qualify Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd. T10650554 rT50096 T02 1 f (loc) Well Ud PLATES GRIP ICommon TC 0.67 Job Reference trona! nullaers Mrsiboufce. Ianwo. YW.. V9y. •MO J.iD90 • ID:rts04vLw994F 1••V^U�•O• L Oz_9bD-H VICjToa F -K• H pKxZE pw7ig csA5.0- jdF_tD" Bvr- -P 8- 14.0 7.9.5 15-0-0 Yzalxo 2 30-0- 31.4-0 1.4-0 7-9.5 7-2.11 7.2-11 7.9.5 Scale = 1:56.8 3x6 // 3X6 :r- 3x6 \\ 3x6 4 5 6 7 3x6 = 3x4 = 06 = 3x4 = 10.2.3 19.9.13 300 10.2.3 9.7.9 10-2.3 Plate Offsets (X Y)-- 13:0 -4-0.0-3-01,14:0-3-0.0-0-81,17:0-3-0.0-0-81.[&.0-4-0.0-3-01 is always pec i lied la stability and to prevent colkwAs wllh possible personal hlury and pwtutrly damage. For general quldance ie9ac1r19 Bw fabrk:atlon, storage, delivery, wectbn and bracing of inuaes antl tnuss syslems, soeANSI/TPI l Qualify Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd. Satey lWormoBon avak"a Rom !suss Plate Institute. 218 N. Lee Street. Suite 312. Nexadria. VA 22314. LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.35 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Veri(TL) -0.61 9.11 >578 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 9 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 136 Ib FT = 20°19 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1273/0-8-0,9=127310-8-0 Max Horz2-144(LC 13) Max Uplif12=-303(LC 12), 9-303(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 2-3=-2052f742, 3-4=-1791/709, 7-8=-1791!709, 8-9=-2052!742, 4-5=-1519/695, 5-6=-1177/589,6-7=-1519/695 BOT CHORD 2.13- 523/1745, 13-14=-225/1177, 12-14=-225/1177, 12-15=-22511177, 11.15=-225/1177, 9-11=-533/1745 WEBS 6-11=-191/660,8-11-401/338,5-13=-191/660,3-13=-401/338 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS lot 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 nonconcurreni 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, with BCDL = 10.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oinf(s) except 01=1b) 2=303, 9=303. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end lixity 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' 0 WARNWO - Verrry dsatpn parameters and READ NOTES ON TM ANDWCLUOEOWEK REFERANCE PAGE NB•7473 rev. I00MIS BEFORE USE DwIgt valid for use only vAlh IAIek® connectors. IM deslgl Is based only upon pwamelers shown. and Is for an Individual building component, not a tela system. WIote use. the Iu llcMV deslgner must vedfy the applkalbllly of design Ixxametem aril properly Incorporote this design Into the ovoid. building design. Brachg Indicated Is to prevent bolding of Individual buss web and/or chord members orgy. Ada911ortal temporary ora perrnanen..uoclrtg WOW is always pec i lied la stability and to prevent colkwAs wllh possible personal hlury and pwtutrly damage. For general quldance ie9ac1r19 Bw fabrk:atlon, storage, delivery, wectbn and bracing of inuaes antl tnuss syslems, soeANSI/TPI l Qualify Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd. Satey lWormoBon avak"a Rom !suss Plate Institute. 218 N. Lee Street. Suite 312. Nexadria. VA 22314. Tampa. FL 33610 Job truss j Truss Type N ly 710650555 T80096 T03 H9 1 1 Safety Information available tom truss Rate Institute. 216 N. Lee Sheet. Sulle 312. Alexandria VA 22314. LOADING(psf) SPACING- 2-0-0 CSI. I Job Reference(optional) I.a.»,..�. 1.» WDA fM, tS nil D-1 9af7 DnnA t OU110er6 Flr61bOUrce. I OMPO. mrwl f.Ay. mmvo,too0 ----. _.-.._._.....__ ID:Its04vL1whHT994F1VUOLOzOlOz_9bD-IhrbxppCOePgy580NeexCgOJ9g2k_K7K7Vkzg_zalxn 1.4-0 7.9.2 12-0.0 15-0-0 16.0-0 22.2.14 30.0-0 31a-0 1.4 0 7.9.2 4-2.14 3 0 0 3.0.0 4- 14 7-9-2 eN 0 6x14 MT20HS i 5.90 F,2 6x14 MT201,!S:�' Scale - 1:55.5 JAO 30 = 06 = 3x4 = Plate Offsets (X Y) 13:0 -3-0.0-3-4).14:0-11-8.0-2-91,15:0-11-8.0-2-91,16:0-3-0 0-3.41 o blas system. Beforo use, the Wilding, designer must verity tho applicability of design parameters and properly Incapoate 11% design Into the overall building design. Brocing Indicated Is to prevent b ucMing of IndNkAsd truss web, and/or chord members only. Addillonal temporary and permtanenl Mating MiTek' h always required for slatllllly and to prevent collapse wllh posWe personal k" and properly damoge For general guidance regarding Bne Wbrlcallm storage, delivery. erection and bracing of Inoses and tnas systems, seeANSi/rPI l Quality criteria. DSB-89 and BCSI Bullding Component 6904 Parks East Bbd Safety Information available tom truss Rate Institute. 216 N. Lee Sheet. Sulle 312. Alexandria VA 22314. LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.55 7.9 >641 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 I Vert(TL) -0.88 7-9 >402 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 7 rVa Na BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 129 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-7-1 oc bracing. REACTIONS. (Ib/size) 2=127310-8-0,7=127310-8-0 Max Horz2=-125(LC 13) Max Up11112=-286(LC 12), 7- 286(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-2040/715, 3-4=-1810/679, 4-5=-1410/610, 5.6=-1810/679, 6-7=-2040/715 BOT CHORD 2-11-495/1731, 11-12=-294/1410, 10-12-294/1410, 10.13-294/1410, 9-13=-294/1410, 7-9=-505/1731 WEBS 4-11=-124/557,3-11=-391/303,5-9=-124/558.6-9=-391/303 NOTES- (9) 1) Unbalanced tool live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=286, 7=286. 8) 'Semi-rigid pitchbreaks with fixed heels' Member end fixlly model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNING - Vwffy design pwanntere and READ NOTES ON THIS AND INCLUDED M77EK REFERANCE PAGE NO -7473 rev. 10971015 BEFORE USE Design valid far use only wllh MllekS connectors. this design Is based only ul»n paramelers shown. and is for an Individual bUIMV comlwrtent, not o blas system. Beforo use, the Wilding, designer must verity tho applicability of design parameters and properly Incapoate 11% design Into the overall building design. Brocing Indicated Is to prevent b ucMing of IndNkAsd truss web, and/or chord members only. Addillonal temporary and permtanenl Mating MiTek' h always required for slatllllly and to prevent collapse wllh posWe personal k" and properly damoge For general guidance regarding Bne Wbrlcallm storage, delivery. erection and bracing of Inoses and tnas systems, seeANSi/rPI l Quality criteria. DSB-89 and BCSI Bullding Component 6904 Parks East Bbd Safety Information available tom truss Rate Institute. 216 N. Lee Sheet. Sulle 312. Alexandria VA 22314. Tampa. FL 33610 Job russ Titles Type 0ty Ply DEFL. in r?oc) Well Ud 710650656 780096 T04 IHip t 1 -0.21 2-12 >999 240 TCDL 10.0 Job Reference (optional) Builders Fusibource. Iamps, Vlam t:ay. Pangs 33300 w• •v v••....+•••o.. •••;. v- . ID:ltsO4vLfwhHT994FIVUOLOz_9bD•IhrbxppCOePgy58ONeexCgOOkglq JhK7Vkzg_zalxn 1.4-00 10-0.0 15-0-0 20-" 24.2-0 30.0.0 31.4-0 1 d-0 5.10.0 4.2-0 5-0-0 5-" 4.2-0 5.10-0 Scale = 154 6 4x6 = 4x6 = 3x4 = 3x8 = 30 = 3x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in r?oc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 ! Vert(LL) -0.21 2-12 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.58 2-12 >612 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 I Horz(TL) 0.11 8 n/a rUa BCDL 10.0 Code FBC2014ITP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1273/0-8-0,8=1273/0-8-0 Max Horz 2=1 07(LC 16) Max Uplift2=-265(LC 12), 8=-265(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2 -3= -2076!738,3.4=•1797/627,4 -5=-1568/605,5.6=-1568/605,6.7=-1797/627, 7-8=-2076/738 BOT CHORD 2-12-530/1792,11-12=-43311731,10-11-43311731, 8-10=-544/1792 WEBS 3-12=-2901250,4-12=-1 16/525, 5-12=-326/180, 5-10---326/180,6-10=-1 16/525, 7-10=-290/250 PLATES GRIP MT20 244/190 Weight: 146 lb FT = 20^e Structural wood sheathing directly applied or 3.5.9 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterlor(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (t=lb) 2=265, 8=265. 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 • Vor y dodpn pararrrufors end READ NOTES ON TN15 AND INCLUDED WTEK REFERANCE PAGE N67473 rov. 1411003,2016BEFORE USE. � Design valW for use only vAth 1AIlekS conneClors this design Is based only upon ryuarnelers shown, and Is lot an IndlOdual building component. not a buss syslem. Before trse. the IxbdbV designer must verily the c"Alcabllty of design paramelers aund proPorly hcorporalo Ihls design Into Ohs overall L-*Acgrlg design. Bracing Indicated is to prevent bucklfrlg of IndNkkKO Inrs web aril/or chord members only. Adrlltlond temporary and Dermanenl bracing WOW is always reauLed for slabllly and to reveni collapse wllh posdple personal Miry and properly damage. For general gtAdance regardklg 11w 101A1Ca11011 storage, dellvery, erection and tracing of Inmos and Ism systems. seeANSI/TPl I Quality Cdlerb, DS11-89 and BCSI Building Component 6904 Parks East Blvd. Safety information ovalable from buss Plate Instltute, 218 N. Leo Street, Sults 312. Alexandria, VA 22314. Tanpo. FL 33610 Job ruse Truss Type 0PqN LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 710650557 780066 T05 Hip t 1 Lumber DOL 1.25 BC 0.76 Vert( L) -0.36 2-11 >988 180 BCLL 0.0 ' Job Reference (optional) . v Builders FrratSource, Ton". Plant Goy. F101168 33566 p ID:itsO4vLhahHT994F1VUOLOz 9bD-DIPz88ggnxXXaFtdxL9A11xRnDPI1mBTM9TWCOzalxm -1.4-08-0-0 15-0-0 22-" 30-0-0 31.4.0 1.4•o 7-" 7-0-0 8.0-0 5x8 = 20 11 Sire = Scale = 1:54 6 3x0 „ - - 30 20 II 3x4 = 2x4 II 3x8 = )N d Plate Offsets (X,Y)-- [2:0 -2-11.0-1-81,13:0-5-8.0-241.[5:0-5-8.0-241,16:0-2-11.0-1-81 DesIM valkl to use only vAth Milek® connectors. Ibis design Is based ortly upon parameters shown. and Is to an Individual buldlnp Component. not - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.13 2-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert( L) -0.36 2-11 >988 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.10 6 rVa Na BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 136 Ib FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5:20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5.0 oc bracing. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=127308-0,6=127308-0 Max Horz2=88(LC 13) Max Uplift2— 241(LC 12), 6=-241(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 2-3---2046/644,3-4=-2213r797,4.5---2213r797,5-6=-2046/644 BOT CHORD 2-11=-420/1721, 10-11=-417/1728, 9-10=-417/1728, 8-9= 427/1728.6-8= 429/1721 WEBS 3-11=0/330,3-9=-2451669,4-9=-460/285,5-9=-245/669,5-8=0(330 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=15fl; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 011=1b) 2=241, 6=241. 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.' rD WARNING - VerUy dedyn parameters and READ NOTES ON THIS AND INCLUDED M MK REFERANCE PAGE M67473 rev. 1093COIS BEFORE USE DesIM valkl to use only vAth Milek® connectors. Ibis design Is based ortly upon parameters shown. and Is to an Individual buldlnp Component. not a lim system. Before too. Ohs Ix*dbV designer must verily the appilca4Mlly of design parameters and properly Incoq>owle" design Into the overall btddklg design Biachg bxlkated Is to prevent budding of IndlNdual truss web and/or chord members drily Adc011onal temporary and permanent Iracing WOW Is always suited for stalAlly and to prevent colicrAe wllh posMe personal INtay and poperty damage. For general yukkince iegading the fabrication, storage. clellvery, erection and I-Aoctrtg of IrtMOS urW iRrs systerns. seeANSi/IPI I Cuattly Criteria, DSB-89 and SCSI Bullding Component 6904 Parka East Blvd. satiety Information ovallalAo norn Trus Plate Inslllule. 218 N. lee Street. State 312. Alexandria. VA 22314. Tampa. FL 33610 Jobrush 6-0-0 Truss Type 0ty 60-0 WOW Plate Offsets (X,Y)-- (2:0.1-12,Edoel,13:0.3-12,0-4-01.17:0-3-12,0.3-81,18:0-10.5,Edgel, [13:0-3-0.0-3-81 Tampa, FL 33610 710650556 780096 706 Hip Grader 1 1 CSI. I DEFL. in (loc) Well Ud PLATES Job Reference o tional •l Dwn. � tluoeere f061bource, rompo, prom coy, nouoo aaaoD ----OL z 9 D-h4-....UtSX--..B--- ID:rts04vLIwhHT994F1 VUOLOz_9bD•MzLMUrSXF10BPHpV3hPHFUdOdk6S5ndbpD3kizalxl �+ 3.3.5 6-0-0 _ 12-0.9 17.11.7 24-0.0 26•a-11 30-0-0 1.4-0 3.3.5 2.6.11 6.0.9 5.10.13 6-0.9 2-6.11 3.3.5 7x10 = 5.90 F1 _2 20 II 4x6 = 30 = 7x10 = Scale = 1:54.6 5x6 = 20 II 6x6 = 602 MT20HS= 5x6 20 II LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3.5,5-7: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except' 3-13,6-13,7.11: 20 SP No.2 REACTIONS. (Ib/size) 2=2430/0-8-0,8=196710-8-0 Max Horz 2= 70(LC 9) Max Uplltt2— 729(LC 5), 8-541 (LC 4) Max Grav2=2497(LC 18), 8=1967(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-5039/1511, 3-4=-7217/2275, 4-5=-7215/2274, 5-6=-7215/2274, 6-7=-6155/1948, 7-8=•3701/1105 BOT CHORD 2-14=-1312/4513, 13-14=-1312/4540, 13-15=-1870/6226, 12-15=-1870/6226, 11-12= 1870/6226, 10.11=-915/3260, 8-10=-920/3258 WEBS 3-14=-12/550, 3.13=-1052/3111, 4-13= 663/445, 6-13=-388/1194, 6-11=-805/397, 7-11=•1098/3299 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 6) ' 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 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=729, 8=541. 8) Girder carries hip end with 16-0.0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1334 Ib down and 370 Ib up at 14.0.0, and 500 Ib down and 139 Ib up at 6.0.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Q WARNING. Vwffy dedgn pwametam and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD -7473 rev. 180113WI S BEFORE USE 6-0-0 6.0.9 5.10.13 6-0.9 60-0 WOW Plate Offsets (X,Y)-- (2:0.1-12,Edoel,13:0.3-12,0-4-01.17:0-3-12,0.3-81,18:0-10.5,Edgel, [13:0-3-0.0-3-81 Tampa, FL 33610 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.3911-13 >895 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Ven(TL) -0.8011-13 >438 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 I Horz(TL) 0.11 8 n/a We BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 178 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3.5,5-7: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except' 3-13,6-13,7.11: 20 SP No.2 REACTIONS. (Ib/size) 2=2430/0-8-0,8=196710-8-0 Max Horz 2= 70(LC 9) Max Uplltt2— 729(LC 5), 8-541 (LC 4) Max Grav2=2497(LC 18), 8=1967(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-5039/1511, 3-4=-7217/2275, 4-5=-7215/2274, 5-6=-7215/2274, 6-7=-6155/1948, 7-8=•3701/1105 BOT CHORD 2-14=-1312/4513, 13-14=-1312/4540, 13-15=-1870/6226, 12-15=-1870/6226, 11-12= 1870/6226, 10.11=-915/3260, 8-10=-920/3258 WEBS 3-14=-12/550, 3.13=-1052/3111, 4-13= 663/445, 6-13=-388/1194, 6-11=-805/397, 7-11=•1098/3299 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 6) ' 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 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=729, 8=541. 8) Girder carries hip end with 16-0.0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1334 Ib down and 370 Ib up at 14.0.0, and 500 Ib down and 139 Ib up at 6.0.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Q WARNING. Vwffy dedgn pwametam and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD -7473 rev. 180113WI S BEFORE USE D -JM valid la use only vAth Wet* connectors. this design Is basad only upon paanelen shown. and Is Cos an individual buldhg Component, not a hus system. Before use. tho Ixilding deslpnei must vedty the ap pilca lAily of design parameters and Ixopedy hcogomle 111k design Into the overall lxUding design. Bachg Indicated Is to prevent Ixiclding of IrKJWtKi truss wob and/or chord members orgy. Ada9tloncd lemporary and permanent IxacAng WOW Is always ie%*ed for slablllty, and to prevent collapse with poss"o personal Inlay and property damage. Fa general gtddance iegadrtg Ile k"lcallDn. slorago, delivery. eieclion and bracing of musses and truss systems, sceANSI/IPI I Quality Criteria, DSB-09 and SCSI Building Component 6904 Pmke East Blvd. Safety Information available horn liuss Plate institute. 218 N. Lee Sheof. Stile 312, Alexandria. VA 22314. Tampa, FL 33610 Job rUS6 Tiuss Typety Design valid lot use only vAth Muck® connectors lnls design Is baser] only upon paanletots shown. and Is for an Individual buldhlg component. no, a hus system. Before use. the building designer must vedry the applicability of deslgn paamOlelrs and Ir01)011y incorlotale this design Into the overall only. Ac"llon i temporary and permanent bracing MiTek' 770650558 TBOO96 706 I Hip Girder 1 1 Job Reference lional W..1 \Iso. 1[ na•71•et 9nl] D�n� 7 tHraOara rllslaWrce. 10"Vii, Ygal l,ay, rgrga Joaaa ID:itsO4vLfwhHT994F1 VUOLOz_9bD-h4zLMUiSXFIOBPHpV3hPHFUdOdk6S5ndbpD3ktzatxl LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3=-60, 3-5=-110(F=-50), 5-7=-60,7-9=-60, 2-14=-20,14-15=-37(F=-17), 8-15=-20 Concentrated Loads (Ib) Ven: 14=-360(F) 15=-960(F) 0 WARNWO - Verify daWlin parameter; and READ NOTES ON THIS AND WCLUDEO MITEK REFERANCE PAGE MR -7473 rev. IMMOIS BEFORE USE. Design valid lot use only vAth Muck® connectors lnls design Is baser] only upon paanletots shown. and Is for an Individual buldhlg component. no, a hus system. Before use. the building designer must vedry the applicability of deslgn paamOlelrs and Ir01)011y incorlotale this design Into the overall only. Ac"llon i temporary and permanent bracing MiTek' building design. Btocktg Indicated Is to prevent buclding of Individual truss web and/of chord members Is always rectulred fa stability and to prevent collapse with possible personal InItay and property damage. For general gtdkdaoe Iegading 01e storage. delivery. etectlon and bracing of Inrses and tnls systerns, soeANSI/iPI l Quality Criteria. DSO -89 and BCSI Building Component 69tH Parke East BlvdIabilcollon, Safety Information avallable from buss Plate Institute. 218 N. lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job rush Truss Type Qty ply DEFL. In poc) Well Ud TCLL 20.0 710650558 700096 T07 HO 1 1 >999 240 TCDL 10.0 Lumber DOL 1.25 Job Relerenee o trona! r... W.A LAs, f G na6� If. 6n17 Pnn� 1 tlWraers r•nwsource, compo. VW.1 i.ny. rron6e 4,666 ID.itsO4vLfwhHT994F1 VUOLOz_9bD-h4zLMUrSXFfOBPHpV3hPHFUhndklSCZdbpD3ktzalxl IS." •1.4.0 7.9.5 14-8-822-2-11 30.0.0 31.4.0 1.4.0 7.9.5 6.11.3 P38 6.11.3 7.9.5 1.4.0 0.3-8 Scale = 1:55.5 4x6 = 5.90 12 3x6 =3X4 = 4x6 = 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In poc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Verl(LL) -0.34 10-12 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Veri(TL) -0.59 2-12 >594 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 HOrz(TL) 0.08 8 We We BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP NoA WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1273/0-8-0,8=127310-8-0 PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20'6 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8.4.7 oc bracing. Max Horz 2=- 1 53(LC 13) Max Uplift2=-31 1 (LC 12), 8=-311(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2053!748,3.4_ 1805!711,4 -5= -1696/736,5 -6= -1696J736,6.7= -1805J711, 7.8=-2053x748 BOT CHORD 2-12=-527/1746, 12.13_ 216/1161, 11-13=-216/1161, 11-14— 216/1161, 10-14=-216/1161, 8.10=-536/1746 WEBS 5-12=-227/694, 3-12=-426(360, 5-10— 227/694, 7-10= 426/360 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=1511; Cat. ll; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical telt and right exposed -,C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live toad of 20.0psl 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=311, 8=311. 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 - Verl/y deslyn para"Wers and READ NOTES ON THIS AND INCLUDED M/I'EK REFERANCE PAGE MII.7473 rev. 100"015 BEFORE USE Design valkl la use only vAlh Mllek® connectors. Ihls design is besed only upon paameters shown. and Is for an Irdlvkkxd building component, ret a Inas syslern. Before use, the building designer mtsl verify the cWicabllly of design paamelers and properly Incorpaalo Iles duslgn Into the overall txxalng design. ®acing Irdicoted Is to prevent Ixrekling of Individual Iruss web and/or chord members only Addillond temporary and permanent bracing MiTek' is always rewired fa stabllity and to prevent collapse wllh possible persorxd hkay and properly damage For general gukk=e iegadng the labtcafbn, slorage. delivery. erection cxxf ixOckng of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd Solely Information Ovallabte 110m Trus Plate Institute. 218 N. lee Street. suite 312. Alexonddo. VA 22314, Tampa. FL 33610 VU40819 F951DOUFC9. 10"V8. rgnl tiny, f'IDIRa JJDoo -_ _ ..r. ._ - _.. ..._ .. _ _ _ _ _ - ID:itsO4vLtwhHT994F 1 VUOLOz_9bD-AGXIZgs41ZnEPZs?2mCegS0sa14FBhgmgTydHJzatxk -1.4-07-9-5 128.8 15-0.0 17.3-8 22.2.11 30.0.0 31.4-0 1.4-0 7-9.5 4.11.3 2.38 2.38 4-11.3 7.9-5 �1 0 4x6 i 5.90 f 12 4x6 Scale = 1.55 5 3x6 = - 3x4 = 4x6 = 3x4 = Plate Offsets (X,Y1-- 13:0.4-0,0-3-01 14:0-3-0.0-2-51,15:0-3-0.0-2-51,16:0-4-0.0-3-01 Fuss Truss Type Qty Ply DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 I Verl(LL) -0.43 710650560 POWs T08 ;H9 t 1 BCLL 0.0 ' Rep Stress Incr YES WS 0.23 HOrz(TL) 0.08 7 We n1a Job Reference (optional) VU40819 F951DOUFC9. 10"V8. rgnl tiny, f'IDIRa JJDoo -_ _ ..r. ._ - _.. ..._ .. _ _ _ _ _ - ID:itsO4vLtwhHT994F 1 VUOLOz_9bD-AGXIZgs41ZnEPZs?2mCegS0sa14FBhgmgTydHJzatxk -1.4-07-9-5 128.8 15-0.0 17.3-8 22.2.11 30.0.0 31.4-0 1.4-0 7-9.5 4.11.3 2.38 2.38 4-11.3 7.9-5 �1 0 4x6 i 5.90 f 12 4x6 Scale = 1.55 5 3x6 = - 3x4 = 4x6 = 3x4 = Plate Offsets (X,Y1-- 13:0.4-0,0-3-01 14:0-3-0.0-2-51,15:0-3-0.0-2-51,16:0-4-0.0-3-01 Design valid Io use orgy with Milekl9 connectors. IM design Is based orgy upon Parameters shown. and Is Ia an txlNkMd building component, not LOADING (psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 I Verl(LL) -0.43 2-11 >811 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Veri(R) -0.76 2-11 >463 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.23 HOrz(TL) 0.08 7 We n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 131 Ib FT = 20°6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=127310-8-0,7=127310-8-0 Max Horz 2=132(LC 16) Max Uplift2- 292(LC 12), 7- 292(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-2047!724, 3-4=-1795/691, 4-5=-1330/607, 5-6=-17951690, 6.7=•2047!724 BOT CHORD 2-1 1=-50511 7 38, 11-12-274/1330, 10-12-274/1330, 10-13-274/1330, 9-13=-274/1330, 7.9-514/1738 WEBS 4-11=147/593,31-11=410/314, 5-9=-147/593, 6.9=-410/315 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.Opsl; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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, with BCDL = 10.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=292, 7=292. 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. VarUy deign pw rwtws and READ NOTES ON THIS AND INCLUDED MY EK REFERANCE PAGE Na•7473 rvv. 100=015 BEFORE USE Design valid Io use orgy with Milekl9 connectors. IM design Is based orgy upon Parameters shown. and Is Ia an txlNkMd building component, not a Otiss system. Before me. the txlk9ng designer must ve4ty, the allWlcalAlty of design parameters and properly Inco poale this design Into the ovelNl ng of Indilxl inns web and/or chord mombers orgy. Additional Iemixxory and permanent ixac IxtrPrIng idbV design. acing Indicated Is to event buckOvld M iTek' 6 always Feglirod to slobtilly and to lxevenl collapse with possUe personal InatN and property damage. Fa general gukkme Fegadng the ry. ecllon and bracing of trusses and inm syslems, seeANSI/TPI I Quality Criteria. DSB89 and SCSI Building Component tabilcatlon. slorage. deliveo mk ik 6804 Ps East Blvd. Sataty Information avallable born truss Plate institute. 218 N. Lee Slieel. Suite 312. Alexandlla. VA 22314. T9 33610 n49 Job russrush ype ty N PLATES GRIP MT20 244/190 Weight: 157 Ib FT = 20% LUMBER- BRACING - 6904 Poike East Blvd TOP CHORD 2x4 SP No.2 TOP CHORD T10650561 T80096 T09 Hip 1 1 REACTIONS. (Ib/size) 2=1063/0-8-0, 10=1428/0-8-0.8=55/0-8-0 Max Horz 2=- 1 13(LC 13) Job Reference (optional) Bvddera FnStSWroe. Tampa. Front filly. Florxta 33Dbb , v.v n ny •e cv •v •.•• • e•. •••wa••• •• o.. ••..• •- •... -- -.. -- • • • -s- ID:itsO4vLtwhHT994F1 VUOLOz_9bD-eS55mAsl3sw5RjRBcUIWgZ5LRSOw5rw27lAplzalxj 5.1.13 10.8.8 15-0-0 /9.3.8 24.4-7 24x10.3__ 30-0-0 .31.4-0, r 14.0 5.1.13 T 56.11 4.3 8 4.3-0 5 0 15 0.5-12 5 1.13 1-4.0 ' Scale = 1 54.6 4x6 = 4x6 = 3x4 = "� - 20 II 3x8 = 30 = 3x8 = 2x4 11 N 1� LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.44 BC 0.63 WB 0.42 (Matrix) I DEFL. in (loc) Well Ud Verl(LL) -0.11 11-13 >999 240 Vert(TL) -031 11-13 >980 180 Horz(TL) 0.05 10 n1a rVa PLATES GRIP MT20 244/190 Weight: 157 Ib FT = 20% LUMBER- BRACING - 6904 Poike East Blvd TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1063/0-8-0, 10=1428/0-8-0.8=55/0-8-0 Max Horz 2=- 1 13(LC 13) Max Uplift2=-250(LC 12), 10=-210(LC 13), 8=-100(LC 17) Max Grav2=1063(LC 1), 10=1428(LC 1), 8=102(LC 24) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2.3=-1750/589,3.4_ 1289/478,4.5=-1090/482,5.6=-759/377, 6.7=-927/362, 7-8=-121/488 BOT CHORD 2-14=-40811492,13-14=-417/1479,12-13=-1 9611027, 12-15=-196/1027, 11-15=-196/1027, 8-10=-363/192 WEBS 3-13=-434/264, 4-13=-21/312, 5-11=-481/183, 7-11=-203/1006, 7-10=-1330/526 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=15t1; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except 01=1b) 2=250 , 10=210. 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.' 0 WARNING. Verily destpn parameters and READ NOTES ON THIS AND WCLUDED MrTEK REFERANCE PAGE 011111.7473 rev. f0 03"IS BEFORE USE. Design vdkl for use only wllh Malek® conneclois. this design Is based only upon parameters shown. and Is for an Indh4cl al building component, not o Iniss system. Bolore use, the building designer must verily the applkabllly, of design Ixlamelers and Ixoperly trtcorlrxote this design Into the over,) Ixdlc ing design. Bracing Indicated Is to pievenl Wclding of IndWMuol trim web and/or chard members orgy. Addlllonal temporary and peimanenl bracing Welk' Is always regaled for stability aril to prevent collapse wllh possible porsona tr*jry and property damage. For general guidance iegading She fabrkballo n, slaage. delivery, erection and btocing of tames aril Inm systems, seeANSI/1PI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Poike East Blvd Sorsby Information ovailabte from Truss Plate Institute, 218 N. lee Slreel, Sulle 312. Alexandria. VA 22314. Tempa. FL 33610 Job Truss CSI. I DEFL. in (loc) jTrussTypeNT10650562 Vd PLATES GRIP TCLL 20.0 TBOD96 T10 iHip I f 9.11 >999 240 MT20 244/190 TCDL 10.0 Job Reference tional e �ieI) Dnn�� G OW$ YII61boulce. lenge, tient Vim, rw,mvJ 9D ....�..�..,-..---._.._.-.. ...___...__. ..._ .. .____ ..___ ID:itsO4vLhvhHT994F1 VUOLOz_9bD-6ffr_WlLgA2y2sOOABE6vt694rIRIZt3HnRkLBzalw •1.4-0 4.6-0 6.8.6 15-0-0 21.3-0 30-" 31.4.0 1.4-0 4$0 4-0.9 6.3.8 6.3-0 6.6.8 td•0 5x6 = 20 11 5x6 = Scale = 1:54.6 3x6 - 2x4 // 4x6 = 3x8 = N �a LOADING (psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 I Vert(LL) -0.22 9.11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 i Ven(TL) -0.59 9-11 >512 180 BCLL 0.0 ' Rep Stress Incr YES WB 037 Horz(TL) 0.05 8 n1a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) I Weight: 142 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.1 'Except' 3.5: 20 SP No 2 BOT CHORD 20 SP No.1 'Except' 2.10: 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1083/0-8.0, 8=1334/0.8.0, 6=130/0.8.0 Max Horz2=94(LC 16) Max Uplift2= 239(LC 12), 8= 178(LC 8), 6=-165(LC 13) Max Grav2=1083(LC 1), 8=1334(LC 1), 6=156(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 6.0-0 oc bracing. WEBS 1 Row at midpi 5-8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-1794/516, 3-4=-1410/558, 4-5=-1410/558, 5-6=-68/484 BOT CHORD 2-11=-284/1483, 10.11_ 327/1250, 9-10= 327/1250, 8-9=-187/701, 6-8=-337/199 WEBS 3.11=0/508, 3-9=-92/329, 4-9=-407/250, 5-9=-175/929, 5-8=-1 494/532 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psl; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerior(2) zone; end vertical left and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=239, 8=178,6=165. 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." tD WARNING • Verf/y design paramelas and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 407473 mv. IdM?015 BEFORE USF_ Design valkt to use only wpm Mnek® connectors. Itis design Is bawd only upon p sorneten sliown. and Is lot an Individual building component. not a Otos system. Belolo tao, the bulldhg designer must verity the alXihalAlty or design parameters and propody hcotporalo Ilu6 design Into the overall building design. tracing IrWlcaled K to pxovent Lxrcldirtg of Individual irus web and/o chord members only. Adaltloral lemponary and permanent btacing MiTek' 6 always iecK&and for skslAlty, and to pievenl collapse wllh possUe personal k*uy and pxopody damago. For general guidance regarding the fabrkation. slotago. delivery. wo-cflon and ixoclng of trusses and truss systems. seeAN51/TPl I Quality Criteria, DSB-69 and BCSI Building component 6904 Pmke East Blvd solely Information arvallable aom bus Plate Institute. 218 N. Lee Sheel. Suite 312. Alexa nWa. VA 22314. Tampa. FL 33610 Job ruse I Fuss I ype Qty ply in (loc) Wall Ud TCLL 20.0 PlaIs Grip DOL 1.25 710650563 TS0096 Tit Roof Special t 1 Lumber DOL 1.25 BC 0.78 I Vert(TL) -0.56 11-13 >541 Job Reference (optional) Moo eranreraource,pampa.-a.,—y.rroiweuuao...-_-....___._....._.....___...__...._...____.-___._____ -o- 10itsO4vLtwhHT994F1VUOLOz_9bD-6fR WtLgA212sOOABE6vt6Dar1GfS03HnRkLBzalxl •1.4-0 4.6.1 10.0-0 13 .3.8 18.38 233.8 30-0-0 31.4-0 1.4-0 4.6.1 5-5.15 33.8 5-0-0 5-0-0 6-8-0 1.4-0 Scale = 1:55 5 4x6 = 3X4 30 = 5x8 = 3x4 = 30 = LOADING (pst)SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud TCLL 20.0 PlaIs Grip DOL 1.25 TC 0.60 Vert(LL) 0.20 11-13 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.78 I Vert(TL) -0.56 11-13 >541 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.06 10 We n1a BCDL 10.0 Code FBC2014lrP12007 (Matrix) i LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1030/0-8-0, 10=1684/0-8.0, 8=-168/0-8-0 Max Horz 2=- 1 06(LC 13) Max Uplift2= 239(LC 12), 10=-397(LC 13), 8=-182(LC 3) Max Grav2=1030(LC 1), 10=1684(LC 1), 8=43(LC 9) 2x4 \\ PLATES GRIP MT20 244/190 Weight: 150 Ib FT = 20°e BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 2 -3= -16651611,3.4= -1467/552,4.5=-18751724,5-6=-1607/591,7-8=-315/1088 BOT CHORD 2-14=-43311424, 13.14_ 215/1054, 12.13— 299/1120, 11-12=-299/1120, 8-10=-891/399 WEBS 3-14=-266/239,4-14=-1051362,4-13=-348/1047, 5-13=-10221454, 6-13=-113/591, 6-11. 1170/460, 7-11= 132/800, 7-10=-1881/560 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=11)) 2=239, 10--397,8=182. 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.' N )a O Q WARNING - VerW dotlyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MPT473 rev. Id0302015 BEFORE USE Design valid for use only vAth MlleM connectors. Ihls design Is based only ulon parametersshown, and Is for an Individual building component, not � a truss system. Before use, the NAdIng designer mtrsl verity the applteabllty, of design pcaanoters and property incorporate M design into the overall btAdIng design. bracing Indlcaled Is to prevent bxrctding of Individual miss web and/or chord members only. Additional lemporary and permanent bracing WOW Is always retalred for stability and to prevent collapse wAth poss011e personal tr>My and proixtrly damage. For general guidance regarding the fabilmflon. SIOKVe. delivery, woctlon and bracing of irtrssos and Inns systems. sec-ANSI/TPI l Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety =111otlon available from truss Rate Insilkile. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Torrpo. FL 33610 Job Truss Truss Type oty a buss system. Wore trse. The bxlidng designer must verily The cWicabllty of design Ixaarneters and property Incorporate this design Into the overall Ix/ri=ng design. Bracing Indicated Is to prevent buckling of Individual trim web aril/or chord members only Additional temporary and permanent bracing MiT®k• Is always reaaLed for stability and to pevent collarAe with possible personal hltay and property damage. For general guidance regarding the labilcatlon, slorago. delivery, ereCllon and bracing of Inness and Inrss systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI BulklIng Component LOADING(psf) 710650564 TBOO96 T12 Common 3 1 Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Job Reference (optional) Bulbdere casisot ice. l amps, riem cny. rarao:,uoD ,...-..o-w..•�-.-..... o-...-_-...-.. ..... .- --- -,-- ID:itsO4vLIwhHT994FI VUOLOz_9bD-arDsBsuzbUApgObakulLS5eR E3902VDWRBHtezalxh •1.4-05.7.10 10-" 14.4-6 20.0-0 1..0 5.7.10 4.4.6 4.4-6 5.7.10 Scale = 1:36.5 4x6 = 5x8 = 10-0-0 20.0'0 tn.n.n 10-0-0 Plate Offsets (X Y} 17:0-4-0.0-3-01 Design valid for use only with Mlek®conneclors. Thlsde9pl Is bored orgy upon parameters shown. and Is for an hdlvldral building component. not a buss system. Wore trse. The bxlidng designer must verily The cWicabllty of design Ixaarneters and property Incorporate this design Into the overall Ix/ri=ng design. Bracing Indicated Is to prevent buckling of Individual trim web aril/or chord members only Additional temporary and permanent bracing MiT®k• Is always reaaLed for stability and to pevent collarAe with possible personal hltay and property damage. For general guidance regarding the labilcatlon, slorago. delivery, ereCllon and bracing of Inness and Inrss systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI BulklIng Component LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Verl(LL) I -0.16 2-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(R) -0.45 6-7 >517 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.22 Horz(TL) 0.04 6 n/a rVa BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 87 Ib FT = 20°b LUMBER - TOP CHORD 20 SP NO.2 BOT CHORD 20 SP NO -2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=769/0-8-0,2=878/0-8-0 Max Harz 2=118(LC 12) Max Uplif16— 171(LC 13), 2— 223(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1252/489,3-4=-956t369,4-5=-957/370,5-6=-1262/495 BOT CHORD 2-7=-353/1065,6-7=-36311079 WEBS 4-7=-158/576,5-7=-347/271, 3.7-331/259 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical telt and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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 lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of Iiuss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 6=171, 2=223. 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 • Vedy dodgn parameters and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE MG7473 rev. 10MINVIS BEFORE USE • Design valid for use only with Mlek®conneclors. Thlsde9pl Is bored orgy upon parameters shown. and Is for an hdlvldral building component. not a buss system. Wore trse. The bxlidng designer must verily The cWicabllty of design Ixaarneters and property Incorporate this design Into the overall Ix/ri=ng design. Bracing Indicated Is to prevent buckling of Individual trim web aril/or chord members only Additional temporary and permanent bracing MiT®k• Is always reaaLed for stability and to pevent collarAe with possible personal hltay and property damage. For general guidance regarding the labilcatlon, slorago. delivery, ereCllon and bracing of Inness and Inrss systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI BulklIng Component 6904 Parke East BNd. Safety InformaBon ovdla le from Truss Plate Institute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314 Tompe. FL 33610 Job ruse ruse Type ty DEFL. in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 710650565 TBo096 Tt3 ;common 1 1 BC 0.93 Vert(TL) -0.43 _. _ BCLL 0.0 ' Job Reference tional nn.e u:r.I. I..I...,.... I..w WDA FIs, to n07ASa 7n17 Pwn.l OUNa*r*IN*IJWIGO. INFO. ryrnl—Y. r,v,-.a..avv - - -- ID:rts04vLIwhHT994F1 VUOLOz_9bD•arDsBslabUApgObakulLS5eRbE3102XDWRBHtezalxh -1.4-0 5-7.10 10-0-0 14.4.6 20-0.0 21.4-0 1.4-0 5.7.10 4.4-6 4.4-6 5.7-10 1.4.0 Scale = 1:37 2 4x6 = OM — 5x8 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in poc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 ; Vert(LL) -0.16 2-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.43 2-8 >536 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight: 89 Ib FT = 20°0 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=873/0-8-0,6=8730-8-0 Max Horz2=-106(LC 13) Max Upl1112=-222(LC 12), 6=-222(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 2-3---1241/475,3-4=-945/354,4-5=-945/354.5-6=-1241/475 BOT CHORD 2-8=-305/1056,6-8=-315/1056 WEBS 4-8=-141/572, 5-8=-331/260, 3.8=331/261 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint($) except 01=1b) 2=222, 6=222. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily deagn parameters and READ NOTES ON TNIS AND INCLUDED MREK REFERANCE PAGE M917I73 rov. 140=15 BEFORE USE. ��- DeslW valid low use only with Mllek6 conneclois. Ids design Is based only upon Irirameters shown. and Is la an WlvkW building component. not a Was system. Before use, 11x; building designoi murst verily the g4Aca"lty of design prnannelers on d properly hcoWorofe ih6 deslgn into the overall building design. Bracing hxBcoled Is to pwevenl bucldhg of Indlvl KO Trus web and/ow chord members only. Addtlonal lemlwrory and permanent Mating WOW Is always ieglUed for slabxllly and to p ievenl collapse with posslAe personal hpay and property damage. For general guidance iegading the lobrlcallon, sfaage. delivery, erec,bn anxl lxacing of poises and pons systerns, seeANSI/IPI I Quality Ctitedo, DSB-69 and BCSI SuBding Component 6904 Pork* East Blvd. satery Information ovdiable nom Irks Plate InstlNte, 218 N. lee Street. Salle 312, Aloxamffia. VA 22314. Tempa. FL 33610 Job Truss Truss TypeyT10650566 CSI. DEFL. in (Ioc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 780096 T14 Common Supported Gable I 1 120 TCDL 10.0 Lumber DOL 1.25 BC 0.07 I Vert(TL) Job Reference (optional) Builders FrrstSource. Tempa. Pent Goy, Florida 33566 7.640 • Ape ,9 —w ,o„ Gn ;r-USU,e+..•,,. .•e0 ,...• •+,.,. ...y.. ID:1tsO4vLfwhHT994F1VUOLOz_9bD-21mEPCvbl7Il Il AmHcGa_IBhfec_7XJMk5wgO4zalxg •1.4-0 10-0-0 20-0-0 21.4-0 1.4-0 10-" 10-" 1-4-0 Scale = 1.37 2 4x6 = ��" — 2Z Zl ZV ltl to r7 70 •+ 5x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 13 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.07 I Vert(TL) -0.01 13 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WS 0.06 HOrz(TL) 0.00 12 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 101 Ib 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. REACTIONS. All bearings 20-0-0. (lb) - Max Horz2=-106(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14, 12 Max Grav All reactions 250 Ib or less at foint(s) 2, 18, 19, 20, 21, 22, 17, 16, 15, 14, 12 FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 19, 20, 21, 22, 17, 16,15,14,12. 10) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 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.' dIa 0 WARNING • Vary dedyn pammfers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rov. 100:4016 BEFORE USE Design valid lot use only vAth M 199 connectors. tits design Is based only upon parameters shown. and is for an Indh4dual building componentt, not a btas system. Before use, the Wilding designer must verily the cvOlcublity of design parameters and properly Wogotole this design Into the overall "cling design. Bracing Indicated Is to prevent lxtckling of Individual truss web and/a chord members only. Additional temporary and permanent btacing WOW Is always regtlred lot slatAlly and to prevent Collapse wllh posble personal hW and property drnhage. far general gtldance tegadkng the lalxk:allon. storogo. deflvM. etecllon and Ixac Ing of Inoses and anus systerns, soeANSI/1P11 OY011ty Cdlerlo, DSB-69 and BCSI Butidtng ComponMl 6904 Parke East Blvd. safety Information available from lrus Plate hhslllute. 218 N. lee Sheel. Suite 312. Alexandria. VA 22314 Tonpa. FL 33610 Job runs runs ype ry a truss system. Before rise. the txldrlg duslgner must verity the applkdAlly of design parameters and properly Incogxxoto at6 design U1to the overall building design. Brochg Indicalod is to pevent txrckting of IrKJWtrd trips wob and/or chord members only. Addlkxlol temporary and pormanont bracing MiTek' Is alwoys reci lred lot s1aU011y and to pevenl co0cM with ponUe persotdrl"and poperly damage. For general gtidonce regrndng the LOADING (psi) 7110650567 7B0096 T15 (Common 3 1 Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Job Relerenee (optionap BUtldete F116150urce, romps, vram cny, 11.101108 $.uob • + v, 8W r'� ID its04vLfwhHT994FI VUOLOz_9bD-W EKccYvD75OXvKlzrJripXWkrr2oNsyBVzkgOyWzaixf -11.4.0 8.0.0 _ 16-" 1 4 0 8.0.0 8-" Scale = 1:291 4x6 = 3x6 = 0xb = 8.0.0 16-0-0 �N O Plate Offsets (X Y)•- 15.0.3-00.3-41 Design valid for use orgy vAlh Wlekb connectors. 1111s design Is based only upon inrairreters shown and Is lot an Ird lOdual Wilding component, not a truss system. Before rise. the txldrlg duslgner must verity the applkdAlly of design parameters and properly Incogxxoto at6 design U1to the overall building design. Brochg Indicalod is to pevent txrckting of IrKJWtrd trips wob and/or chord members only. Addlkxlol temporary and pormanont bracing MiTek' Is alwoys reci lred lot s1aU011y and to pevenl co0cM with ponUe persotdrl"and poperly damage. For general gtidonce regrndng the LOADING (psi) SPACING- 2-0.0 CSI. I DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC0.94 Vert(LL) 0.14 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) I -0.32 4-5 >584 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 n/a n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 58 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No -3 REACTIONS. (Ib/size) 4=619/Mechanical, 2=730/0.8-0 Max Harz 2=99(LC 16) Max Uplilt4— 139(LC 13), 2— 189(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 2-3---9D3(316,3-4=-896/314 BOT CHORD 2-5-165!708, 4-5-165!708 WEBS 3-5=0/378 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) /) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=15111; Cat. 11; Exp B; Encl., GCpi=018; MW FRS (envelope) gable end zone and C -C Extedor(2) zone; end verlical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed lot 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplilt at joint(s) except 61=1b) 4=139, 2=189. 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 - Verily dedyn paramotae end READ NOTES ON THIS AND INCLUDEDW EK REFERANCE PAGE NO -7473 rev. 140MIS BEFORE USE. Design valid for use orgy vAlh Wlekb connectors. 1111s design Is based only upon inrairreters shown and Is lot an Ird lOdual Wilding component, not a truss system. Before rise. the txldrlg duslgner must verity the applkdAlly of design parameters and properly Incogxxoto at6 design U1to the overall building design. Brochg Indicalod is to pevent txrckting of IrKJWtrd trips wob and/or chord members only. Addlkxlol temporary and pormanont bracing MiTek' Is alwoys reci lred lot s1aU011y and to pevenl co0cM with ponUe persotdrl"and poperly damage. For general gtidonce regrndng the 6904 Parks East Blvd. fobricatkm storago. dellvery. erecilon and brocing of trusses and Inrss systems weANSI/FPI I Quality Critetb, DSB-89 and SCSI Building Component Tempa, FL 33610 Safety Information avalIdAe Som buss Plate kxtilute. 218 N Lee Shoot. Sulle 312, Alexandria. VA 22314. Job cuss Truss Type oly lY710650568 poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 780096 716 Hip Girder 1 t MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.24 Job Reference (optional) buaaere Yrrelbource. rarripa. 'W.11.11y. i1mm. ID:rtsO4vLtwhHT994F1 VUOLOz_9bD-WEKoeYvD75OXvKlzrJrtpXWkil2n5sxBVzkgOyWzalxf 3.3.5 6 0 0 10-0-0 12.8.11 16.0-0 17.4-0 3.3-5 28.11 4-0-0 2.811 3.3.5 4x6 = 4x6 = Scale = 1:28.6 3x4 = 2x4 II 2x4 11 3x4 = fr0-0 10-0-0 16.00 n ar.n 4.a.a 6-0-0 LOADING(psf) SPACING- 2-0.0 CSI. I DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) -0.13 1.7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.24 1-7 >778 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.05 4 n/a Na BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 60 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (ib/size) 1=1099/0-8-0,4=1210/0-8-0 Max Horz 1=-81 (LC 13) Max Upllttl=-315(LC 8), 4. 369(LC 9) Max Grav1=1128(LC 15), 4=1210(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2104/558,2-3=-1823(531,3-4=-2109/565 BOT CHORD 1-7=-442/1865,6-7=-444/1895,4-6=-439/1863 WEBS 2-7=-97/654,3-6=-10Q1657 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6.13 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.Opsf; h=1511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=1b) 1=315, 4=369. 7) Girder carries hip end with 6-0.0 end setback. 8) *Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 Ib down and 139 Ib up at 10.0-0, and 500 Ib down and 139 Ib up at 6-0-0 on bottom chord. The designtselectlon 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) of back (B) 11) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase --1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60, 2-3=-110(F_ 50), 3-5=-60,1-7=-20. 6-7=-37(F=-17),4-6=-20 Concentrated Loads (lb) Vert: 7=-360(F) 6=-360(F) 0 WARNING - Vedly dedpn p4remefsrs end READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE NII.7173 rev. 1092WIS BEFORE USE. Design valid lot use only vAth IvBtek®connectas. Inls deslgrl Is bored only upDn parameters stwwn. and Isla an Individual biding component, not a truss system. Before use, the building designer must verify the applicability of design parameters (aid property Incorporate thk design Into the overall building design tyochg Indicated Is to prevent buClOing of Irx9viclual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' IS always segWod for stability and to prevenl collapse wllh possbie personal bilary and property damage. For general gukymce regardrg the labrlcatbn. storage. delNery, etectbn and bracing of trusses and truss systems. seeANSt/1PI I Quality Criteria. DSB-09 and BCSI 9ullding Component 6904 Parke East Blvd. Safety Information ovallable from Muss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempa. FL 33610 Builders FerstSawee. Tempo. Plant Cay. Fbride 33566 7.640 s Apr 19 2016 s $0 a. nc. s g ID:itsO4vLfwhHT994F1 VUOLOz_9bD_Ou_gtwruPYOXUK9P1J24jGOFSFJbRgfCOPxUzzalxe 4-" 4-" 2 LOADING(psf) rush Truss Type y TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 T10650569 780096 VO4 Volley 2 t YES BCDL 10.0 Code FBC2014/fP12007 Job Reference tional MrT k 1 I W d Mar 15 OB 2453 2017 Po s 1 Builders FerstSawee. Tempo. Plant Cay. Fbride 33566 7.640 s Apr 19 2016 s $0 a. nc. s g ID:itsO4vLfwhHT994F1 VUOLOz_9bD_Ou_gtwruPYOXUK9P1J24jGOFSFJbRgfCOPxUzzalxe 4-" 4-" 2 LOADING(psf) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/fP12007 20 G 20 11 CSI. DEFL. in (loc) Vdefl Ud TC 0.17 Verl(LL) rVa n/a 999 BC 0.20 I Verl(TL) Na n/a 999 WB 0.00 HOrz(TL) 0.00 3 Na We (Matrix) I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No 3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=129/3-11-8,3=129/3-11-8 Max Horz 1=72(LC 9) Max Uplittl=-29(LC 12), 3=-47(LC 12) FORCES. (Ib) . Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. Scale = 1:12 a PLATES GRIP MT20 244/190 Weight: 13 Ib FT = 20% Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.0ps1; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 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 III between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VarUy doOgn panmetaa and READ NOTES ON THIS AND WCLUDEO MREK REFERANCE PAGE 1.I7473 m. 14100Y1015 BEFORE USE � Design vail d for use only vAlh Wiek®conneclois. Bis design 6 based only upon parameters awn . and Is,a an individual btdding component, not a buss system. Before use. the bbu lkAV designer must verify Iho applloobilty, of design paamelers and propoity incogb0101e this design Into the ovei ll bteding design. Bracing Indicated K to prevent buclding of Individual Imss web and/ow chord members only. Addltbnal temporary anti permanent bracbng MiTek' Is always ioqu kod for stability and to pxevent collapse vAlh possible persorat trtkrry axd popeflY damage. Fon generod guidance regadng the ktAlcalio n. storage, delivery. eiecilon and bracing of busses and Inns systems. seeANSI/FPI I Quality Criteria. OSS -89 and SCSI Building Component 6904 Parke East Blvd. Safety IMotmatlan ova llo ble ban ]fuss Plate institute. 218 N. tee Sheet. Sulle 312. Alexandria. VA 22314. Tempo, FL 33610 Job ruSs Truss Type oty ply TCLL 20 0 Plate Grip DOL 1.25 TC 0.50 T106SO570 TB0096 V06 Volley 1 t BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Job Reference florist Builders FerstSource, Tampa. Plant city. 1`101008 33566 7.640 o np..5 20i 6 m. =n ;awa..vo.. ti •. yo ID:1tsO4vLfwhHT994F1 VUOLOz_9bD_Ou_gtwruPYOXUK9P1J24jGxBS9TbRgtCOPxUzzalxe 6.0-0 6-0-0 3 214 20 it LOADING (psi) SPACING- 2.0.0 CSI, TCLL 20 0 Plate Grip DOL 1.25 TC 0.50 TCDL 10.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/fP12007 (Matrix) Scale = 1:17.9 DEFL. in Qoc) Udell Ud PLATES GRIP Vert(LL) Na n/a 999 MT20 244/190 Vart(TL) n1a - n/a 999 Horc(TL) 0.00 3 We We Weight: 21 Ib FT = 20°0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=209/5-11-8,3=209/5-11-8 Max Horz 1=116(LC 9) Max Uplift 1 =-48(LC 12), 3=-76(LC 12) FORCES. (ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6.0-0 oc purlins• except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0ps1; h=1511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exlerlor(2) zone; end vertical lett and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent wilh any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) 1, 3. 6) 'Semi-rigid pitchbreaks with Iixed 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 - Vertdy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE hM7473 rev. 1002WIS BEFORE USE Deslpn valid for use only vAlh W lekS connectors. ItYs deslrin Is Iced orgy upon paameters shown, and Is la an individual building component, not Et a Was, system. 9elae tae. the txOCOng cIL-4nrn must verify the opfNICCIIA tY of design Mamelon and propellY lncorporota this design Into the overall boding design 9actng Indicated Is to prevent buciding of 1rldlvidual truss web an d/or chord members orgy. Additlor" temporary and permanent baring WOW Is always recp*ed for stabBlty and to prevenl collapse with posd)le personal INtay and Ixopedy damage. For general guidance regadhV the fatxlcatlon. storage. delivery. erecllon and bracing of trusses and truss systems, eANSVTPI I Cuallly Criteria, DSB-89 and SCSI Building Component 6904 Padre East Blvd. Safety Inlormallon avallalNe from lrus Plate Sulitule. 218 N. Lee Street. Sulle 312. Alexandria, VA 22314. Tampa. FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y 41 14-1/" offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions ore in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system. e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1 r 0' /1 Cr-2 C2J 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves o WEBS G 4 wide spacing. may require bracing, or alternative Tor I T O m y 0 bracing should be considered. ct O 3. Never exceed the design loading shown and never Inadequately braced trusses. stock materials on O a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c''B C67 CS-6 BOTTOM CHORDS designer, erection supervisor, property owner and oil other Interested parties. plates 0-'Ag' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wone at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations ore regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted moisture content lumber n. shall not exceed 1996 of time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted. this design is not applicable for PLATE SIZE ICC-ES Reports: use with the retardant, preservative treated, or green lumber. The first dimension is the plate 10. Comber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 comber for dead load deflection. the length parallel to slots. 11. Plate type, sae. orientation and location dimensions Indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used sholl be of the species and sae. and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSIlTPI 1 14 Bottom chords require lateral bracing at 10 tt. spacing, section 6.3 These truss designs rely on lumber values or less. if no ceiling Is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown ore the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ffd ��40 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: Notional Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. ® SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, M!Tek ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 1 9 1 2 nSAPIFORD Project Location Address Red Rose Lane 0FpAR,��` L/2 b As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # (include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Opt.Pocket SGD- FL15332.06-R2 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.9 Horizontal Slider Casement Double Hun Fixed MI Windows Block Fixed Glass FL18644.03 Awning Pass Through Projected Mullions MI Windows Mullion - vertical FL18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-115 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles tlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # (include decimal S.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Strucbural Component Wood Connectors / Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name (Please Print) June 2014 leuroomwloz r•.v.• M1WgOGl01L\4W Ai ►!D t1HO, IOfJ0O11 000 AFL.. u t,aracT,acae ao Ir,ot aGxeowloonrumlmo f9t11LR- VYialf�l(UNI TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS �c 10 I 1T' I 3Y 53• �++ vamow c4u-o TS i 26' 091 10.1 S4 n'JI 3154 1391 1113391 13 SH 3391 = gSI' it 491 11134 S4 1491 N S4 691 111355" 2591 B59 Z 63• 3 II *51 1 V136SRI 1691 I %%I * GG vEii3Y M-IQR M19*0 M ALL MOA MW SINS"WALLOPI MAT Wr PER � Yrc UVAC1 M"SfECflC TM O Z ' FUM io 1LoM FIAHS W 51TLE CF L00W 16Eo fSwa M -9L CA5BW- CK OR FM I aM&rw �tl3u4 frq I maaLma � ur. uraur. IVAN MAI" X17 I I fib�+u RG j LANAI Y - Y-.- Ili. Mt. °C O1 (bLiB'P.9i j y► I .eaa! f$o{ •M•,CRf6a gY1.O I �tl3u4 �s 6NN %%dd CIO CM OT a4 ti BEDROOM 3 1d-rno-o• `a t4• -- I1tHA0ih IlW 1:YR 9.4 - Voo�. a fluent rWr ::--i I -.H r — o4l — 0WRa4t71L9IQ1 I I I I 1 �I I � I I I I FAMILY ROOM N'-i.li-4• I-4• U QO A OU PM 1 owto 17 I MI at. nF fLAI 111 3. LIVING ROOM 15 -4•.1o' -a' V-41 M1 0.c oab CW 1a007t V ausucata . • ♦ • a ,� ac,aerom u aw,•orwefuet r'� tcuucmrrxffo n1ax�-f O� e� r•r 3'v —Al f$o{ owry ® I teraa►•u- rslatwi v naeol -� i sl;a I nwcwoa 3 � Yrc utu aaKa,>v .Y I 1� • dILYe�lJltlljl @' co nr A" lot a I elan ffm o, n_u ti tr 17AD ,•f» s9 II LLWRAn -dG�oA 11,1rsrrwu amuwwa .o, wmwrw9= ova"a. f•f Nul O'OQT 6� r Ciftrq CAUM4 � A BEDROOM 2B la -a .lo -4• 8 PLO oar --7- �s 6NN %%dd CIO CM OT a4 ti BEDROOM 3 1d-rno-o• `a t4• -- I1tHA0ih IlW 1:YR 9.4 - Voo�. a fluent rWr ::--i I -.H r — o4l — 0WRa4t71L9IQ1 I I I I 1 �I I � I I I I FAMILY ROOM N'-i.li-4• I-4• U QO A OU PM 1 owto 17 I MI at. nF fLAI 111 3. LIVING ROOM 15 -4•.1o' -a' V-41 M1 0.c oab CW 1a007t V ausucata . • ♦ • a ,� ac,aerom u aw,•orwefuet r'� tcuucmrrxffo n1ax�-f e� 1119 1 —Al f$o{ 4b7 ® I naeol -� I WRY FL l I II -1u J � .Y I Mr.A P••• • dILYe�lJltlljl @' co nr A" lot a I elan ffm TC, t bw IEiW1Y All. I•••Y,. AIL laElt pOfFl W NA Itwwololoaz,o Lu LJ� �1oz co 1— Op F- C L �1 ce V ` O HAnIRIHGLEGIM H Q amML ® O 1 1588 LKIM ISM S.F. ont GARAGE 403 SF. :uw x1001 N.1N nvt[x ENTRY 16 9F. LANAI 101 9F. TOTAL 94 FT. 2114 5F. MAIN FLOOR PLAN NOTES arab 7A W -PV L GARAGE LEFT 8gg f$o{ A IS00 .Y sGi$ • dILYe�lJltlljl @' co nr A" lot a r. elan ffm o, n_u ` II LLWRAn -dG�oA 11,1rsrrwu amuwwa .o, wmwrw9= ova"a. Lu LJ� �1oz co 1— Op F- C L �1 ce V ` O HAnIRIHGLEGIM H Q amML ® O 1 1588 LKIM ISM S.F. ont GARAGE 403 SF. :uw x1001 N.1N nvt[x ENTRY 16 9F. LANAI 101 9F. TOTAL 94 FT. 2114 5F. MAIN FLOOR PLAN NOTES arab 7A W -PV L GARAGE LEFT Florida Building Code Online [:,-gc)N—V �cnp' Pagel of 3 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 Therma-Tru Corporation 116 Industrial Drive Edgerton, OH 43517 (419)298-1740 rickw@rwbidgconsultants.com Vivian Wright rickw@rwbidgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute Ryan J. King, P.E. :0 Validation Checklist - Hardcopy Received SUnds[d 101/1.S.2 ASTM E1886 ASTM E1996 ASTM E330 TAS 201, 202, 203 Method 1 Option A 06/13/2015 06/28/2015 Year 1997 2002 2002 2002 1994 https://www.floTidabuilding.oriz/nr/Pr_app� 7/20/2015 • a ulationP Fkiiid ( A V*pji BCIS Moore I lop In ( Use rteplstradon : Mot Topks Subrnt Surcharge I Stats & Fans 1 Publkallom Fac Solt ecu Ste Map Unks Search Bus nes (0) Pro#essirial product Approval *U=R: Public User Regulation Product Approval Menu > PmdurA or Apallcatin Search> Aoplkalbn list > Application DoWl FL # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by tate 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 Therma-Tru Corporation 116 Industrial Drive Edgerton, OH 43517 (419)298-1740 rickw@rwbidgconsultants.com Vivian Wright rickw@rwbidgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute Ryan J. King, P.E. :0 Validation Checklist - Hardcopy Received SUnds[d 101/1.S.2 ASTM E1886 ASTM E1996 ASTM E330 TAS 201, 202, 203 Method 1 Option A 06/13/2015 06/28/2015 Year 1997 2002 2002 2002 1994 https://www.floTidabuilding.oriz/nr/Pr_app� 7/20/2015 Florida Building Code Online Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products Page 2 of 3 FL j Model, Number or Name Description 15225.1 a. "Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.1 NAMI eerts.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions other: See INST 15225.1-68 (61 Door Products), INST FLIS225 R3 11 INST 15225.1-68.odf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 1S225.1-80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 IN5T'15225-68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE Eva1.15225.1-68.odf FLr S»5 R3 AE EVAL 15225.1-80.odf FL15225 R3 All EVAL 1522-68M.odf Created by Independent Third Party: Yes 15225.2 b. 'Construction Series' and 6/8 Opaque Steel Door with and without Sidelites. Inswing "Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15 25.2 NAMI cens.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.2-68 (6'8 Door Products) and INST FLIS225 R3 11 INST 15225.2-68.odf 15225-68M (68 Door Products Direct to Masonry) for FLIS22S R3 11 INST 15225.68M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.2-68.odf. FLIS225 R3 AE EVAL 1S225-68M.odf Created by independent Third Party: Yes 15225.3 c. "Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 1522S.3 NAMI certs odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (6'8 Door Products), INST FLIS225 R3 11 INST 15773-68.odf 15225.3-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 15225.3-SO.odf Door Products Direct to Masonry) for installation FL15225 R3 11 INST 15225-68M.odf Instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, D.E. 43409 04. (This product approval requires the use of "J' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque F1 j 5225 R3 AE EVAL 15225.3-68.odf Benchmark Door Panels.) FLI522S R3 AE EVAL 15225.3-80.odf FLIS225 R3 AE EVAL 1522 - 8M.odf Created by Independent Third Party: Yes 15225.4 d. "Premium Series' and 6/8 and 8/0 Opaque and Glazed Steel Door with and without "Benchmark by Therma-Tru" Sldelites. inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.4 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (61 Door Products), INST FL15225 R3 11 INST 15225.4.68.0df 15225.4-80 (8'0 Door Products) and INST 15225-68M (68 FLIS225 R3 11 INST 15225.4-80.odf Door Products Direct t0 Masonry) for Installation FLIS225 R3 11 INST'15225-68M.odf instructions. (Note - Glazing Shall comply with ASTM E3300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.4-68.odf FLIS225 R3 AE EVAL 15225.4-80.odf FLIS225 R3 AE EVAL 1S22S-68M.Ddf Created by Independent Third Party: Yes 15225.5 e. 'Smooth -Star' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing https://www.iloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAG IS2255 NAMI certs.nd[ Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.5-68 (6'8 Door Products), INST FLIS225 R3 11 INST 15225.5-68.odf 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 FL15225 R3 11 INST 15225.5-80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 INST 15225-68M.Ddf instructions. Note - Glazing Shall Comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E 43409 04. (This product approval requires the use of ")" part Created by independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225.5-68,odf Benchmark Door Panels.) FLIS225 R3 AE WL 15225.5-80.odf FLIS225 R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes Page 3 of 3 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Serlee' and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI522S R3 C CAC 15225.6 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.6-68 (6'8 Door Products) and FLIS225 R3 11 INST 15225.6-68.odf 15225.6-80 (8'0 Door Products) for installation Instructions. FL15225 R3 11 INST 15225.6-80.Ddf (Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 15225.6-68.Ddf FLIS225 R3 AE EVAL 15225.6-80.odf Created by Independent Third Party: Yes castle Heat Contact Us :: 1940 North Honree Street. Tabahassae FL 32199 Phone: 850.487.1824 The state of Florida Is an AAME-0 employer. Copyright 2007.]nti gate of FMw:da_ .: Privacy Statement :: er essihlhN Statement .: Refund Statement Under Florlds law, email addresses are public records. If you do root want your e-mail address released in response to a public -records reouest, do not send electr;C mall to this entity. Instead, contact the office by phone or by traditional man. If you have any questions, please contact 850.487.1395. *Pursuant to Sea,on 455.275(1), Florida Statutes, effective October 1. 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an small address e they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. U you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine Ir you are a IKensee under Chapter 45S. F.S., please click hM. Product Approval Accepts: MINEBE CredltQ V SA E https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" is only valid If the NAMI Certification label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within ...rro- .dUul h.rho ......- AMoAran Natinnal Standards Institute (ANSI). NAM I's CertifiedrroduetListin atwww.:iamice ramcuunn. u Glazed . cra.aac.........v.....o...._...___ ay. ne+ Design .. Missile ..._-_------------------ Test Report Number Configuration Inswing or or Maximum Pressure Impact & Outswing O a ue Size Pas/Ne Rated Comments }( I/S Opaque 310" x 8'0" +47/47 No NCTL-210-1940-1.2.3.4MF-257F Sin le X O/S Opaque 3'0" x 8'0" +47/-47 No NCTL-210-1940-1.2.3.4/Ti F -257F Sin le XX I/S Opaque 6'0" x 8'0" +40/-40 No NCTL-210-1940-1.2.3.4/TTF-257F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 810" +40/40 No NCTL-210-1940-1.2.3.4=-257F Standard Aluminum Astragal Double XX I/S Opaque 6'0" x 8'0" +47/47 No NCTL-210-1940-1.2.3.4ri'I'F-257F Double Coastal Aluminum Astragal XX O/S Opaque 6'0"x 890" +47/47 No NCTL-210-1940-1.2.3.4fTTF-257F Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 514" x 810" +40/40 No ETC-01-741-10593.0/L-2173/'TTF-257F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 8'0" +40/-40 No ETC-Ol-741-10593.0/L-2173%ITF-257F Single w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x 8'0" +40/-40 No ETC-01-741-10593.OM2173rITF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO O/S Opaque Door 8'4" x 8'0" +40/-40 No ETC-01-741rd Double w/Sidelites Glazed Sidelites Aluminum Astragal Standard Aluminum Astra al OXXO I/S Opaque Door 8'4" x 8'0" +47/-47 No ETC- 257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal Coastal OXXO O/S Opaque Door 814" x g'0" +47/-47 No ETC-Ol-741-10593.0/L-2173/TTF-257F Double Glazed Sidelites Coastal Aluminum Astragal w/Sidelites VA 111171 National Accreditation & Management institute, inc.1v17-0 vcvrga VTaaa.aa.say.. .......v..a , r Tel: (804) 6845124/Fax: (804) 6845124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/152003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02242015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites or Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331frAS202 Impact The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within ' ed P d t Li ti t — Namicertillea *on com NAMI's Certification Program is acc Ited by The American National Standards Institute (ANSI . NAMI s Certifi ro uc s n a Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact & Outswing O a ue Size PostNep. Rated Comments X I/S Opaque 310" x 6'8" +67/-67 No ETC -01 -741 -10703.0/1. -2097=F -253F Single X O/S Opaque 3'0" x 6'8" +67/-67 No ETC-01-741-10703.0/L-2097ITTF-254F Sin le XX 1/S Opaque 6'0" x 6'8" +40/40 No ETC -01 -741-1070' Double Standard Aluminum Astragal XX O/S Opaque 610" x 6'8" +40/40 No ETC -01 -741 -10703.0/L -2097=F -254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" +47/47 No ETC -01 -741 -10703.0/L -2097=F -253F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 6'8" +47/47 No ETC-01-741-10703.0/L-2097IITF-254F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 514" x 618" +40/40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" +40/-40 No ETC-Ol-741-10593.0/L-2097lT'TF-254F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" +40/-40 No ETC-01-741-10593.0/L-2097lT-fF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 814" x 6'8" +40/40 No ETC -01 -741 -10593.0/L -2097=F -254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 6'8" +47/47 No ETC -0 1-741-10593.0/L-2097rM-253 F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astra al OXXO O/S Opaque Door 1 8'4" x 6'8" +47/47 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, Incr4794 t.;eorge wasntngron trnemoriaa yinvyra, VA 23 1& Tel: (804) 6845124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAM[ Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within n.._ ... 1.. red;* by The A.ne�iron National Standards Institute (ANSI). NAMI's Certified Product Listin at ww\v.lNamiceraricar1UH.coln. LPu.aa J \ �aa11.�YR"�• Design • ..Mge....� o.. •.•-•--� Missile - • ••- •-- - — - -- Test Reportrt Number Inswing Glazed & Configuration or or Maximum Pressure Impact Outswin O a ue Size Pos/Nez Rated Comments X I/S Glazed 310" x 618" +47/47 No NCTL-210-1940-1.2.3.4/[TF-256F Single X 0/S Glazed 3'0" x 61" +47/-47 No NCTL-210-1940-1.2.3.4/i-TF-255F Single XX US Glazed 6'0" x 6'8" +40/-40 No NCTL-210-1940-1.2.3.4/I'TF-256F Standard Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" +40/-40 No NCTL-210-1940-1.2.3.4/I-fF•255F Standard Aluminum Astragal Double XX I/S Glazed 6'0" x 618" +47/47 No NCTL-210-1940-1.2.3.4/ITF-256F Coastal Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" +47/47 No NCTL-210-1940-1.2.3.417TF-255F Coastal Aluminum Astragal Double OXO/OX/XO I/S Glazed Door 514" x 6'8" +40/40 No ETC-01-741-11008.0/L-215IfM-256F Single w/Sidelites Glazed Sidelites 5'4" 6'8" +40/-40 No ETC-0I-741-11008.0/L-2151/TTF255F OXO/OX/XO O/S Glazed Door X Single w/Sidelites I/S Glazed Sidelites Glazed Door 814" x 6'8" +40/-40 No ETC -01-741-I -215 r F OXXO Double w/Sidelites Glazed Sidelites Alumin Standard Aluminum Astragal OXXO 0/S Glazed Door 8'4" x 6'8" +40/-40 No ETC -01-741-11008.0/L-215 F Double w/Sidelites Glazed Sidelites uminum Astragal Standard Aluminum Astra al OXXO I/S Glazed Door 8'4" x 6'8" +47/-47 No ETC-01-741-11008.0M2151/1"TF-256F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Glazed Door 814" x 618" +47/47 No ETC-01-741-11008.0/L-215I=F255F Double Glazed Sidelites 1 Coastal Aluminum Astra al w/Sidelites M a /Ha oc_ VA 23072 National Accreditation &Management Institute, IncA794 George Washington em j Y Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClamic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAM! Certification Label has been applied to the product as described within this document The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within IM& A.. &A"n Notinnol At9ndoriiC Institute (ANSI). NAM! *s Certified Product Listina ar Inswing www.i`iamicerniiciiilu"AMn.. Gland 1N/1p,N a �_ca a...wuvu Design r. . a....., a.............. Missile ..._ ....._..._...._.._.-----•__-- —---------- - -- - Test Report Number Configuration or or Maximum Pressure Impact & OutswLnp, Opaque Size Pos/Nex Rated Comments X I/S Opaque 3'0"x 6'8" +67/-67 No ETC -0 I -741-10702.0/L-2096/ TTF252F Single X O/S Opaque 3'0"x 6'8" +67/-67 No ETC-01-741-10702.0/L-2096MF251F Sin le XX I/S Opaque 6'0" x 6'8" +40/40 No ETC -01 -741 -10702.0/L -2096=252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" +40/40 No ETC-01-741-10702.0/L-2096=F251F Double Standard Aluminum As al XX 1/S Opaque 610" x 6'8" +55/-55 No ETC -0 1 -74 1 -11 008.0/L-215 I =F252F Double Coastal Aluminum Astragal XX O/S Opaque 610"x 6'8" +55/-55 No ETC-01-741-11008.0/L.215IMF25IF Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 5'4" x 6'8" +40/40 No ETC -01-741-1 1008.0/L-215 IMF252F Sin le w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" +40/-40 No ETC-01-741-11008.0/L-2151rTTF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" +40/-40 No ETC-Ol-741-11 F Double w/Sidelites Glazed Sidelites AluminumAstragal Standard Aluminum Astra al OXXO O/S Opaque Door 8140'x 61" +40/40 No ETC-01-741-11008.0/L-215IrTTF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO t/S Opaque Door 814" x 6'8" +55/-55 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door I 8'4" x 6'8" +55/-55 No ETC -01-741-11008.0/L-2151=251 F I Double w/Sidelites I Glazed Sidelites I I I Coastal Aluminum Astraaal National Accreditation & Management Institute, IncJ4794 George Washington Memori2jV y/Hayes, VA 23072 Tel: (804) 684-5124/Fox: (804) 684-5122 iJ��•�✓ NAMI AUTHORIZED SIGNATURE: �(J THERMAITRU 0 THERMA TRU DOORS 1 19 INaueTt1YL on.. c000WMN. ON 43017 "Smooth -Star" and "Benchmark by Therma-Tru" 6'8' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTS WING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. This product anchoring drawing has been developed in compliance with the 511h Edition (2014) Florida Building Code (FBC) excNdmg the'Nrgh Velocity Hurricane Zone'. See the Certification Agency Certificate for sties. specifications and ratings. 2. Product anchors stall be as Bled and spaced as shown on detob. Anchor embedment to base material shol be beyond wall dressing, stucco. foam brick and other wall coverings. 3. Wood screws shall be Installed following installation instrucfioro of ANSI/AF&PA NOS 2012. Ag other fastener types to be installed following fastener nanufackWs installation instructions. 4. Fastener embedment depths, edge distances and center<entef distances shag be as speefred by the fastener manufacturer but in no instance shag they be less than shown in this drawing. S. Where shirts ore used. they must be o tiigid / sWr material that compiles With the requirements of the F8C. 6. Positive and negative design pressure requirements for use with this drawing shag be determined by others for specific jobs In accordance with the goveming code. 7. Site conditions not covered by this drawing are subject to furitnen engineering analysis. 1 ? 3 r42r.3 6 6 6 a 6 6 DOUBLE W/ SIDELRES OXXO MAX DESIGN PRESSURE +55.0 -55.0 �{ TAKE OF CONITIM SHIrr • DESCITI/RON 1 TypW elov*Wr& dedign pfe9UM a genercd notes 2 kwk 3 Forms arc 4 Fame anchalno a Of motellalf 5 Koi wal a veftol amiss sec ro 6 V; �Crm SRCHM 1 ? 3 r42r.3 6 6 6 a 6 6 DOUBLE W/ SIDELRES OXXO MAX DESIGN PRESSURE +55.0 -55.0 �{ 105.50" MAIL OVERALL FRAME WIDTH I � s (�— I I I� �1 Ids �1 t i I� FIs 1K it � �i •tF� mil 5 li` li` 1 l l l r l l l Al v I 1 ? 3 r42r.3 6 6 6 a 6 6 DOUBLE W/ SIDELRES OXXO MAX DESIGN PRESSURE +55.0 -55.0 �{ 37_V MAX. OVIIA OVERALL (�— I I 5 •tF� mil �= s e 1 l l l r l l l Al SINGLE X MAX DESIGN PRESSURE +67.0 -67.0 6&5TMAX OVERALL WIDTH s s s SINGLE W/ SIOVJTES oxo MAX DESIGN PRESSURE +40.0 -40.0 _.- DOUBLE Xx MAX DESIGN PRESSURE +SS.O -55.0 LacX IumwAn rww a sola Xwlcssrsrerururr uela uta RNWOUGHAMAS UM DFAOealn S3W MM. OVERALL WIDTH SINGLE W/SIOELRE OX MAX DESIGN PRESSURE +40.0 -40.0 om P1' a 5.1I u 2/21/12 j N.T.S. Fr. JK a rr LFS o M: 15225.5-68 = a 1 or 6 ANCHOR ANCNOR MIN MK CLEARANCE IOALASOtfRI' MIN. CLEARANCE 10Al31ACEtlI SIiE E DGE 'V, 7Z: 1/P i -1/P 1• - 8 J `�o", �' j,..... i •. �i h o'er 1/P 1.1/P � :t YLTRACON `` 1 ••' 1 .� a M I{� 1 I I I I' I I I ! TYP. HEAD I "III '� �'• cb f �� cb 1 I MULLION 1 1 SHOWN FOR II REFERENCE 11 ~ JAM8S 8S ASTRAGAL • II MULLION 1 II`MULUON I I �7j>tt* 44 �,`` i3 ! MASONRY np HEAD SHOWN FOR MASONRY OPENING 1 I I SHOWN FOR P.P 11 REFERENCE MASONRY ! 11 OPENING 11 SHOWN FOR REFERENCE I I II e 3 g z OPENING do JAMBS HEAD I I HEAD I I JAMBS 2X I 0 g q• —fll k JAMBS & BUCK a Z �� a QONCRMAt�NORNora, be ro mobdain rIn nin. 1 V i 2X BUCK I 1 2X BUCK II 1% BUCK rt 11 II J 11 (�� + I I FOR MULLION rn edge 2. Concrete armor Ioaot;cru noted as' MAX ON C 944 must be o*Afed to r o 11 m 11 SHOWN FOR 11 ° ti �' o I I m e I I REFERENCE O maalrain the min. edpo deranoe ro mortaphR aedebnor acrMaere oncrMas 1 — II I 1 11 II x 1 4. I I a brs Concrete ander ro • SINGLE DOOR =IF W/SIDELITE SINGLE W/SIDEUTES I I 1 am i BUCK ANCHORING auCK ANCHORING BUCK ANCHORING m ANCHOR ANCNOR MIN MK CLEARANCE IOALASOtfRI' MIN. CLEARANCE 10Al31ACEtlI SIiE E DGE ANCHOR 7Z: 1/P i -1/P 1• - 8 J � o'er 1/P 1.1/P � :t YLTRACON 1 ••' 1 .� a M I{� 1 I I MASONRY OPENING • ! TYP. HEAD I "III IIS1 ! II SHOWINNFOR 11 REFERENCE I MULLION 1 1 SHOWN FOR II REFERENCE 11 JAM8S 8S ASTRAGAL HEAD 1 SHOWN FOR do JAMBS 1 II NOTES: t.21(bwtrt3nS.G.et0.55. 2% BUCK REFERENCE 1 2X I II 11 —fll BUCK rr �� a QONCRMAt�NORNora, be ro mobdain rIn nin. 1 I 1 ASTRAGAL II I. Concrero ander toeorions at me oonbrs mor odAtsted datometomortartornb. 1 + IISHOWN FOR rn edge 2. Concrete armor Ioaot;cru noted as' MAX ON C 944 must be o*Afed to 1 �' o I 1 REFERENCE II1 O maalrain the min. edpo deranoe ro mortaphR aedebnor acrMaere oncrMas 1 — I 1 I ( I mar bo reCMried ro arow me xMAx ON Cd+1Ht•dancnsonaro rMW exeosded. 1 4. I I a brs Concrete ander ro ^,•'L• fo I I 1 ANCHOR ANCNOR MIN MK CLEARANCE IOALASOtfRI' MIN. CLEARANCE 10Al31ACEtlI SIiE E DGE ANCHOR 1/P i -1/P 1• - P TAaw 1900 1/P 1.1/P 1• P YLTRACON � II I 11 DOUBLE DOOR MASONRY DOUBLE W/SIDEUTES BUCK ANCHORING OPENING BUCK ANCHORING z ua 2121112 i N.7.5. a err: JK e lf 53a0 e e W D +; NIN .C. a PAIRS10 C' 73H WOE -1 1--J• 1 TO ApJACENT MULLION]1 - m WNF SHOWN FOR - J" —I 1 REFERENCE r_ La h - T O = -T r A W/2X DUCK INSTALLATION fi Nn W — — O 9 W/IX BUCK INSTALLATION TVP. HEAD h JAMBS Un W D +; NIN .C. a PAIRS10 MIN. CLEARANCE WOE I-ANCROJI! TYP. 10 MASONRY TO ApJACENT 3 TYP. J" —I 1 ANCHOR r_ La h - T O = -T r rTAPCON fi Nn W :0ita 2 O Z W 2- Un []k 1-1/r T I.1/T TA►CON " C SEE DETAIL '4 • 'n o SEE 'ri - - W DETAIL ^� h .� T ={ 6. -�— FL ' 11111111 1,` o r I ^- -� —T E a s = W/2x eucK ]j MULLION W INSTALLATION ?{$x 408 C c SHOWN FOR _ ° W/IX BUCK - '�`I d • a 4 d REFERENCE 9 IN4aLL00N BUCr INSTALLATION � '3 a TYP. HEAD A — JAMBS BUCK INSTALLATION '1 READ k JANOS ~ U _O t6 wd16 SEE c I $ &o SEE - 5 - DETAIL -I 5 DETAIL •2 IL _ .C. b. •E• � � C• '°• q_ 'B A 1 y VIEW "C' -"C' AINGLE DOOR W/SIDELITFS VILLA T' -'E' .. VIEW "D"-ro• SINGLE DOOR W/SIDELITE VIEW 'a" -a' SINGLE DOOR VIEW A'- A sNo^ y oprow. omwwArm FAFTEIM . Ret Im (M. ALL s.anE To OWR 1W9 Nwecrams) SIDEirtE NOt 3 1. the sldelite & direct set into the Jamb with (12) R8 x T pfh. wood screws. there are (4) at each veritcal Jamb. ham The top down at 1358 31' 48.5" & 66. there are 12) at the header at C from the outslde confers of the home. there are (2) of the sM 4' from the outside comers. 2. for optional sideGle construction wUh stopfft siderite Is direct set Into the jamb wtfh (41 %"X I J'4 16 go. staples along each jamb I6' from ends and equally spaced thereafter). CONCRETE ANCHOR NOr6: 1. Concrete anchor locations at the comers may be oalushed to maintain the min. edge distance to mortariofnts. 2. Concrete anchor locations noted as MALL ON CIENTEIr must be cowed to maintain the fWn. edge distance to mortes (ants, additional concrete anchors may be required to ensure the 1kW. ON CENTER' dfinenslon ore not exceeded. 3. Concrete anchor table: ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE WOE I-ANCROJI! EMrlFOMENT 10 MASONRY TO ApJACENT EDGE ANCHOR t"". rTAPCON nw []k 1-1/r T I.1/T TA►CON w/2X BUCK 2 INSTALLA71pN g W/IX BUCK 11 INSTALLATION DETAIL •6" DETAIL "2" W/2X BUCK y INSTALL AT*" W/IX BUCK INSTALLATION i2 I C t DETAIL "I 0111-04111, r� Q ���� 0 .a 011111F i a -Z u arc 21211;2 srAu N.T.S. j O.M. or. JK e Iso. or; LiS ; FL -15225.5-68 c sr(sT _.L OF _fL p �• 3" 43� L� 1 J• 2� f'" J SEE NOTE JI A 1 9 SHEET 3 1 SEE OETAX "J" J� ASTRAGAL) , MULLION SHOWN FOR 1 SHOWN FOR REFERENCE 1 REFERENCE ONLY 1 1 imml/q,tio, OOUBLE DOOR W/SIOELRES SEE DESCRIPTION jngN o IN STEEL w'^ PAIRS 30 > �^, a C NP. y STEEL W/2x BUCK r I"(M. ALL INSTALLATION 10 x 2 LG. PFH WOOD SCREW Q W/IX BUCK IS x 2-11Z- I.FH CREW STEEL INSTALLATION WE STEEL TYP. HEAD 110 i & JAMBS 1 r SEE DESCRIPTION DETAIL '4' o #10 x 2-1/2 PFH W000 SCREW STEEL w'^ n + STEEL C T- STEEL way "E" -"E' "m r/ anvm ea wrw FASTD43M IID+ I"(M. ALL SOME W OW J" omeacll") Iteml DESCRIPTION Moterial A #10 x 2-1/2 PFH W000 SCREW STEEL B 1#10 X f-3/4 PFH W000 C EW STEEL C #lox t PFH WOOD SCREW STEEL I # 10 x 314I.G. PFH WOOD SCREW Hine to rome STEEL o 10 x 2 LG. PFH WOOD SCREW EL 3 IS x 2-11Z- I.FH CREW STEEL 4 1/4- x 2-314' PFH ELCO OR (TIN CONCRETE SCREW STEEL 5 1/4' x 1-3/4- ITW PFH CONCRETE SCREW STEEL 9 11/4' x 3 -3/4" -(TW PFH CONCRETE SCREW STEEL It 3 16 x 3- 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-11 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 ;/4' X 2-1 4 PFH ITW CONCRETE SCREW E L ZO 2114; HEAOER JAMB SUGAR PINE. SG >= 0.34 3 THK. PRESSURE TREATED 510ELITE PAO MOO WOOD 30 1 2 X 1 X 25 GA. CORRUGATED FASTENER a� m i n E W/2X BUCK2 INSTALLATION W/1X BUCK o �t �i� .4Pi� ri r6• �� dii W/2X BUCK 3 o Z SEE DETAIL_ W/2X BUCK ^ ,,/�'/111 '^ .J 1 A ONSTALLATIOV 1 W/tX BUCK 11 6. W/1X BUCK 9 ASiRACALJ INSTALLATION o W ro „ $ • 5 SHOWN FOR HJ�AD85 0 �., of IJ a� m i n E REFERENCE ON LY - � c DETAIL ATTACH ASTRAGAL THROW BOLT _ 1 i SEE ao a < 16 ; 16 DETAIL c \ n+ 5 5� -d o 3 1 i Dau 2121112 N = wiLr: N.T.S. • 5 an r' JK 1 o s R: CFS— 0 AI "4" a a aa.• c •o: Wgal A* DOUBLE ODOR VIEW A"- A W/2X BUCK2 INSTALLATION W/1X BUCK o INSTALLATION 12 I . 0 W/2X BUCK 3 o Z :NSTALLATION 0 '^ - 1 W/tX BUCK 11 8 DETAIL '1" INSTALLATION d "i" � c DETAIL ATTACH ASTRAGAL THROW BOLT _ • 3 B STRIKE PLATE TO FRAME < AS SHOWN. 1 C -d 3 i Dau 2121112 wiLr: N.T.S. • 5 an r' JK 1 o s R: CFS— 0 AI "4" a a aa.• c •o: FL -15225.5-68 ,.```ate ; • . •Q.'',; o 13 : � � •o •♦� • 13 iii ''''r ffl �•` R b A u r 4# N �o �d 1x BUCK a5 W ww 99 , V i U O PEF � 9 �= A 2x BUCK INTERIOR EXTERIOR 1.2r INTERIOR EXTERIOR$o INTERIOR EXTERIOR � 1 HFA DJAMS /'2-'N HEAD JAMB S owolar 3 S HEADJAMBto TO z%* g fhffwn In wing fhOwn fhown ^� x 13 2x eucK � INTERIOR INTERIOR • 4 A >r • p z .t A EXTERIOR EXTERIOR a 0.15MIN. C-SIN/ ^ ' 0.2sMAX a SHIMS^PNACE SKM SPACE 1.I MM. EMS.EMS 1.1SMIN. I 11u -$ a EMS. TYP. xw.- 2121112 i scut: N.T. S, "a prc,or. ,qC o 4 VERTICAL SIDE JAMB S VERTTCALSIDE AMB W.. LFS W-M NO.: FL- 15225.5-fiB a S to 2k'64.ct S ro wood hens Inrwf+D ft" bw&ty ft" a INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR tet' N �sfl CL z 20 iJ 4 13 21 12 36 13 CA 16 16 •• CA 1 VERTICAL CROSS SECTION 2 VE CAL CROSS SECTION 3 VER11CAl CROSS SECTION �CE ,� b coMigurotlon 6 OuKw4pconfguolbn � �I 4 VERTICAL CROSS SECTION b lm -,.v emwic'm EXTERIOR INTERIOR ( S 3 VERRCAL CROSS SECTION J OUT*" conng"a" EXTERIOR INTERIOR 6 VERRCALCROSS SECTION 6 wmov cmgxow IHERMAITRU 0 THERMA TRU DOORS 1 I O 1Mowf"IAL On.. Eoac�am. ON 43917 "Smooth -Star" and "Benchmark by Therma-Tru" 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes I. This product anchoring drawing has been developed in complance with the 5th Edition (2014) Roddo Building Code (FBC) excluding the *High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specificotions and ratings. 2. Product anchor shot be as Wed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco. foam, brick and other wall 3. wood screws shall be installed following installation instructions of ANSVAF&PA NOS 2012. AI other fastener types to be installed following fastener manufoctumes installation inshuctiorm 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shat they be less than shown In this drawing. 5. where shims are used, they must be o *figld / still" material that complies with the requirements of the FBC. 6. Positive and negative design preswre requirements for use with this drawing shall be determined by others for specific jots in accordance with the governing code. 7. Site conditions not covered by this drawing ore subject to further engineering ona". 1053Q MAX. OVERALL FRAME WIDTH ---�{ 13 s s s SNEET• 0=1UPITON 1 Typical elevations, design peswres 6 general dotes 11 Buck am rr rl 11 From Frao 4 11 11 11 S HoWnfY 6 Yerficd doss sections 6 V cross sections u a ,1 1� Y_ '1 5 '1 11 -Y r1cr_ K-;?! � 11 II lir rl In u u UL r 131' r '1 11 11 I. This product anchoring drawing has been developed in complance with the 5th Edition (2014) Roddo Building Code (FBC) excluding the *High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specificotions and ratings. 2. Product anchor shot be as Wed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco. foam, brick and other wall 3. wood screws shall be installed following installation instructions of ANSVAF&PA NOS 2012. AI other fastener types to be installed following fastener manufoctumes installation inshuctiorm 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shat they be less than shown In this drawing. 5. where shims are used, they must be o *figld / still" material that complies with the requirements of the FBC. 6. Positive and negative design preswre requirements for use with this drawing shall be determined by others for specific jots in accordance with the governing code. 7. Site conditions not covered by this drawing ore subject to further engineering ona". 69.60' MAA. oveRAu WIDTH 3 s s s TABU OF CONIENTS SNEET• 0=1UPITON 1 Typical elevations, design peswres 6 general dotes 2 Buck am 3 From Frao 4 Frome orrchoft a b9 malsiots S HoWnfY 6 Yerficd doss sections 6 V cross sections 69.60' MAA. oveRAu WIDTH 3 s s s 1 1 1 1 II 11 I I I 1 u a 11 11 r 1' ' u II 11 11 a II r I u a '1 '1 11 1' r1cr_ K-;?! � 11 rl - r--• u u 11 11 II 11 r 131' r '1 11 11 11 ,1 11 11 1 p 1; Or ;1 r 1; 11 Ir II 11 11 11 ,I ,; _ '�y1� '1�Ly 1 ly_�1 r(_11 IL_il IL_11 1 'I IL LS J _3l" 8 8 6 8 8 8 8 8 8 6 8 9 DOUBLE w/SIDELREs Oxxo SINGLE W/SIOEUTES 0x0 MAX DESIGN PRESSURE I LOCK NARDWAREUFO •SERIES MAX DESIGN PRESSURE +47.0 •47.0 1 x{ImTsiouAlunsums LAcn +40.0 -40.0 RN1xw3raNANRE SWUM DNDeOU 37.57MAK 53.00' MAX OVERALL 7430' MAX. OVFRAuWIDTH —+{ j— OVERALL WIDTH 1 WIDTH! 2' 3 1 3 I I T S S ! 3 S 3 3 5. 3 A ! v I it �gt SINGLE x DOUBLE XX SINGLE W/SIDEUTE Ox MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE +67.0 -67.0 +47.0 -47.0 +40.0 -40.0 FL- I 1 1 1 1 II 11 I I I 1 1 1 1 1.J 1 J l_l__J �- S r1cr_ K-;?! � S r_ - r--• u u 11 11 II 11 /1 1, 1, ,H. II 11 11 11 ,I ,; _ '�y1� '1�Ly 1 ly_�1 r(_11 IL_il IL_11 ' 11 11 er__Y C_J ` L__J L.-- n3l..J L_.J 11 11 A1C__y O 5 m 5 ii i� 0 7?. 1' 1 1 I '1 �� 11 11 1/ 11 11 11 11 11 11 II 1 1 1 r 1 1 SINGLE x DOUBLE XX SINGLE W/SIDEUTE Ox MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE +67.0 -67.0 +47.0 -47.0 +40.0 -40.0 FL- I '- 1I MULLION MASONRY` MASONRY 4 11 SHOWN FOR MASONRY OPENING TYP. HEAD OPENING TYP 11 REFERENCE OPENING TYP II II ���iT �I...• ������ o & JAMBS HEAD I I HEAD I I I I rttffl a R .; & JAMBS & JAMBS . � 11 II II �N JIZ �°sil a d b 1) 2X BUCK I {��\ I v °` _ 2X BUCK n ° II d �� �.MULUON 1,4 SHOWN FOR REFERENCE i� a 2X BUCK -/I I 11 it II 11 II �$ SINGLE DOOR SINGLE W/SIDEUTE SINGLE W/SIDELITES G ti m $ RUCK ANCHORING RUCK ANCHORING BUCK ANCHORING p ~ IIp II gMULL MASONRY 4 1 4 I I SHOWNNFOR 1 MULLION a OPENING TYP. HEAD 1t TYP. II REFERENCE 1 SHOWN FOR II & JAMBS p ASTRAGAL, HEAD 1 REFERENCE II A 1 SHOWN FOR & JAMBS I II h1 REFERENCE 1 II NOTES: 2X BUCK -/1 II 1 II F 1. YX buck min. S.G. z M ASTRAGAL CONCRETE II ° CONCRETE ANCHOR NOTES: 2X II IN -SHOWN FOR II _ • 1. Concrete anchor locations of the comets may be adfYated M mdntafn No mkt 1 BUCK 11 1 REFERENCE edge Mance to mortar Joan. d I I p I I ^ {{ 2. Concrete anchor Iocaf m noted or IMAX. ON CENTER' must be odfrared to 1 S rndntoin the rnih edge distance tomortes Jdnts odafiond concrete - Ichors 1 I I 1 I I mov be mquied to env" the TAX. ON CENW denermon are not ettoodod. 1 n ti 3. Concrete oncha toots: 0 L, 1 1 L, 1 ' u at 2/,?1/12 = a i ANCHOR MIN. MW.CtIARANCE MIN.CI'At4NCE TYLE JANCHOR S!g EMeEOMEM IOMASMJIY EDGE rOAOf iCEW ANCHOR tIw • 1/e 1.1/e r TAPCGN Elco ve mw 1' e UITRACON 1 II Sart: N.T.S. 1 I I 1 I I 04 we- JK o 3 .i aa.sc •+OJ a DOUBLE DOOR MASONRY DOUBLE W/SIDEUTES FL -15225.5-80 BUCK ANCHORING OPENING BUCK ANCHORING nw =orm 10 4 rt 1 MULUON �0 SHOWN FOR REFERENCE /2X BUCK INSTALLAI /tX BUCK INSTALLAI !P. HEAD A JAMBS SEE — SEE o 'N v, 16 16 16 N 16 1 DETAIL c W p = _ >k t6 _ 1 12 iii 5 iii 12 4• >n - 12 iItsi 5 _ 11f 111 � V i C' ro- C- '0- A. VIEW 'C'-'CSINGLE DOOR W/SIDELDES VIEW 'E' -'E' VIEW b'-'0' SINGLF DOOR W/SIDELRE srwR •/ ovmwu a>wluc.lm snuff e• WO Jo fnP ru scam m aoolr ,ur■ oor■a/rarst 9 L b - r Me outside comers of the frame. There ore (2) of the sA 1' from the ouhide comers. � Y' 73--I A W 1-314,16 go. stades along each Jamb (6' from ends and equally spaced thereafter). F-- 3' .o II I II 11 1 MULLION I W _ Ill SHOWN FOR 111 _ I < ^ REFERENCE t. Concrete anchor locations of the tamers may be adlusted to maintain the min. DETAIL '1' y i1 A W/2X BUCK INSTALLATION h P rj O C1 Y O 11 may be required to ensure the'MAX ON CENTER' dimension are not exceeded. 9 W/IX 8= INSTALLATION A 3. Concrete anchor table: TVP. HEAD & JAMBS 4 rt 1 MULUON �0 SHOWN FOR REFERENCE /2X BUCK INSTALLAI /tX BUCK INSTALLAI !P. HEAD A JAMBS SEE — SEE o 'N v, 16 16 16 N 16 1 DETAIL c W p = _ >k t6 _ 1 12 iii 5 iii 12 4• >n - 12 iItsi 5 _ 11f 111 � V i C' ro- C- '0- A. VIEW 'C'-'CSINGLE DOOR W/SIDELDES VIEW 'E' -'E' VIEW b'-'0' SINGLF DOOR W/SIDELRE srwR •/ ovmwu a>wluc.lm snuff e• WO Jo fnP ru scam m aoolr ,ur■ oor■a/rarst n 'A' OR > W � W 16"r� ICK nor+ ICK _ SEE noN OETA D tt '1- SIDEUfE/HARWDARE NOTES. I . The sideve Is direct set into the Jamb wffh (I 2) #8 x 7 pfh. wood screws. There are (1) of each 9 L r- 6- r Me outside comers of the frame. There ore (2) of the sA 1' from the ouhide comers. 2. For optional wefite constrwHon with staples, sidefite is dcect set Into the Jamb with (S) rrii x 1 A W 1-314,16 go. stades along each Jamb (6' from ends and equally spaced thereafter). .o a w IN W g ZZ 2- T1 yi I • �O _ t. Concrete anchor locations of the tamers may be adlusted to maintain the min. DETAIL '1' n 'A' OR > W � W 16"r� ICK nor+ ICK _ SEE noN OETA D tt '1- SIDEUfE/HARWDARE NOTES. I . The sideve Is direct set into the Jamb wffh (I 2) #8 x 7 pfh. wood screws. There are (1) of each 9 vemcd Jamb, from the top down at 13.5.31' 48-r& 66'. There are (2) of the header of C hum Me outside comers of the frame. There ore (2) of the sA 1' from the ouhide comers. 2. For optional wefite constrwHon with staples, sidefite is dcect set Into the Jamb with (S) rrii x 1 C 1-314,16 go. stades along each Jamb (6' from ends and equally spaced thereafter). 3. Latch, deadball and hinge locahom vary. See Cerfi9cation Agency Cafi6cate and corresponding test rept for specific dfinenwm and design pressure rofings. 1 CONCRETE ANCHOR NOTES: t. Concrete anchor locations of the tamers may be adlusted to maintain the min. DETAIL '1' edge distance to molar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoinfs, addllionol concrete anchors may be required to ensure the'MAX ON CENTER' dimension are not exceeded. A A 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE t 1 TYPE SIZE EMBEDMENT To MASONRY tOAGJACENT EDGE ANCHOR A A 1/1' 1-1/6' Y TArw -1' nw 1.1� TAPCONe 3/16' 1.1/P r OETAfL 8' A" SINGLE DDDR n i Cl C or JK W. LFS No w: -15225.5- - 3 or 4��3- I I1I Mi A II_ 1I w/U BUC III 1 SEE DETAIL "3. 111 IINSTALLATK INSTALLATIC III SEE NOTE 3 1 !I w/Ix 6U6i SHEET 3 1 1 TYP. HEAD 1 MULLION & JAMBS SHOWN FOR REFERENCE ASTRAGAL 1 SHOWN FOR _ REFERENCE 1 - ONLY I - 1 1 SEE 16 16 ; 16 16 DETAIL la 1 al 5 1 S nl 12 %JEW "C" -"C- DOURIF DOOR WISIDELTEt N �i N �� -tj- Pt 6 �•., a INSTALLATION SEE DETAIL 1 W 2x HUCK A DETAIL a - g g�ff� -J WST TION i r i ti i 1 TYP. HEAD k JAMBS _ - L Cc e A ' ASfRAGALJ N SHOWN FOR REFERENCE _ ONLY I _ to 16 16 W S 5 u� I A- � `3 E_•c- DOUBLE DOOR %rye A-_ A• 9e"W W/ op"m L coomcm1m FA $t Woe& IRW /Je MT. All. =cu.r TO oom me cC v=nm S) B � d u G Iteml DESCRIPTION Material A #10 x 2-1/2 PFH WOOD SCREW STEEL 8I x 1-314 STEEL C #10 x 1 PFH WOOD SCREW L 1 110 x J/4- LG. PFH WOOD SCR Hin a to rome STEEL 4 1/4" x 2-344- PFH ELCO OR ITW CONCRETE SCREW S L 5 9 1/4- x 1-3/4- ITW PFH CONCRETE SCREW 1/4" x 3-314- ITW PFH CONCRETE SCREW STEEL STEEL 108 X FH SC STEEL 11 3 16 x 3-1 4 1T1Y PFH CONCRETE SCREW STEEL 12 1/4- x 3-114- TTW PFH CONCRETE SCREW STEEL 13 AS OY- 3000 PSI MIN. CONCRETE HOLLOW CONFORMING JO OR BLOCK CONFORMING TO ASM C90 TO ACI CONCRETE 16 1 4 X 2-1 4 0 PFH TTWCONCRETE SCREW L 20 21 HEADER JAMB PINE SG 3 = 0.42 1314- THK. PRESSURE TREATED 510ELITE PAD 000 W00 30 1112" X t- X 25 GA. CORRUGATED FASTENER STEEL 1 � li 1 O fv DETAIL '4' a A DETAIL 3" i ATTACH ASTRAGAL THROW BOLT - P t STRIKE PLATE TO FRAME AS SHOWN, aro 2121112 = A WAL. N.T.S. ow. en JK m us- aw.xc xa a DETAIL "1' FL -15225.5-80 0 (D HEAD JAMB S J ih�%iwNgtown INTERIOR EXTERIOR HEAD JAMB 2 tnrn4lp show^ BUCK INTERIOR j pm EXTERIOR MM SPACE I.I S MRi. 84. 1.75 MIN. ' EMb.IYP. /-41 VERRCAL SIDE JAMB To b(sub4xck vww40 INTERIOR INTERIOR A r EXTERIOR 3 HEAD JAMB S inswing shown �t�O.ISMW. C.AN� _ 02r MAX. SHIM SPACE 1.1 S MW. EW. S VERTICAL SIDE JAMB S i 10 rs iry ftwn O\ IIi .�\ 'fir • i ;Qy�s; a 1S11t►, '� `�� inti• :�te�i IX BUCK •••'• \\ J O 9 �y INTERIOR EXTERIOR (D HEAD JAMB S J ih�%iwNgtown INTERIOR EXTERIOR HEAD JAMB 2 tnrn4lp show^ BUCK INTERIOR j pm EXTERIOR MM SPACE I.I S MRi. 84. 1.75 MIN. ' EMb.IYP. /-41 VERRCAL SIDE JAMB To b(sub4xck vww40 INTERIOR INTERIOR A r EXTERIOR 3 HEAD JAMB S inswing shown �t�O.ISMW. C.AN� _ 02r MAX. SHIM SPACE 1.1 S MW. EW. S VERTICAL SIDE JAMB S i 10 rs iry ftwn O\ IIi .�\ 'fir • i ;Qy�s; a 1S11t►, '� `�� inti• :�te�i II •'%.... II •.•• •••'• \\ J O 3 M = 4S Ij r� OMC. 90. JK LINK W SFS auMucc ro: ' FL-15225.5—BO n i d INTERIOR E)MIOR p���hs*�F` ��`Hof l ixu INTERIOR EXTERIOR EXTERIOR INTERIOR o G 9 e u T min` 14 Z 21 12 13 13 fJn 1 13 16 16 Q X JC 1�VEIMCAL CROSS SECTION 2 VE ICAL CROSS SECTION 3 6 VERTICAL CROSS SECTION 6 OutfwN9ooMpuotio^ �� t�tn `6J.tiwir�p�vru�wion t; u 0 5 5& M W INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR o` a $ z x 16 3 e t 13 h _o z d VERTICAL CROSS SECTION S VEIMCAL CROSS SECTION 6 VERTICAL CROSS SECTION o a 2 1 I2 1 p eon. puotion 6 Outswfrg confpual on 6 outs%" convmbon v n 1M JK Oa, o OR%M.c M: FL -15125.5-80 srm g or , n THERMAITRU THERMA TRU DOORS I In wouwvt11.k on.. 906Q .. ON 43917 6'8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. this product oncho" drawing has been developed in compk=e with the 5th Edition (201 t) flo ido guiding Code (F6C) excluding Me'1!Igh Velocity Hurricane Zone-. See the Certificotion Agency Cefficate for sines. specilicorom and ratings. 2. Product anchors stag be as listed and spaced as shown on detail. Anchor embedment to base material shag be beyond wog dres". stucco, foom, brick and other wag coverings. 3. Fastener embedment depths. edge distances and center -center distances shag be as specified by the fastener monufaclurer but in no Instance shot they be less than shown in Ras drawing. a. Where shims are used, they must be a ligid It stiff" material that complies with the requlremenh Of the FOC. 5. Po five and negative design pressure requirements for use with this draw ng shag be deferrnined by others for specific jobs in accordance with ft* governing code. 6. Site conditions not covered by this drawing are subject to further engineering ono". 00=NM/SMVJOaria MAX DESIGN PRESSURE +55.0 -55.0 37-W MAX OVERALL WIDTH 1 2 MLFr MAX DESIGN PRESSURE snmes/eae. +55.0 -55.0 mcv*amr +65.0 -65.0 71.50' MAX. 0VERA11WIDTH 1 2 iAIIIE OF CONIEI/IS Rm• OESduftIDN I npgde d a general notes 2 10lcress 3 . Vertical crass FeCIW6 amsOM { Fraineanchoft 5 Rause a bl of materiaQ 00=NM/SMVJOaria MAX DESIGN PRESSURE +55.0 -55.0 37-W MAX OVERALL WIDTH 1 2 MLFr MAX DESIGN PRESSURE snmes/eae. +55.0 -55.0 mcv*amr +65.0 -65.0 71.50' MAX. 0VERA11WIDTH 1 2 1 0550' MAR.O`IERALL FRAME WIDTH ' 6&wmokx. VERAll WIDTH 1 2 .x`11 .� �.. t 3 # � �s it KN k- it It .51 < 1; ;r "r 1, 1 1 � 1 i' 1 1 lir 1 1 i' ;i 1 VH j 00=NM/SMVJOaria MAX DESIGN PRESSURE +55.0 -55.0 37-W MAX OVERALL WIDTH 1 2 MLFr MAX DESIGN PRESSURE snmes/eae. +55.0 -55.0 mcv*amr +65.0 -65.0 71.50' MAX. 0VERA11WIDTH 1 2 tone w/ s10 m aro MAX DESIGN PRESSURE +55.0 -55.0 00 Ll xx MAX DESIGN PRESSURE +55.0 -55.0 510 MAX. OVERALL WIDTH 1 V 2 3 3 yN K� ia< ii iF:ii 1 ',f -p 1 1 �y �-A sw,ojwismaexox MAX DESIGN PRESSURE +55.0 -55.0 IOGx NAWWAK Mfg t SERIFS R 0lTsI*WnWWMIAMK R1Yllafs FIGNANK SERox 700 OEAOWU FL -15225-68M NV _L OF yS ' 6&wmokx. VERAll WIDTH .x`11 .� �.. t 3 # � �s q�771 fi 1 1 1 1 1 i' 1 1 lir 1 1 i' ;i 1 VH j tone w/ s10 m aro MAX DESIGN PRESSURE +55.0 -55.0 00 Ll xx MAX DESIGN PRESSURE +55.0 -55.0 510 MAX. OVERALL WIDTH 1 V 2 3 3 yN K� ia< ii iF:ii 1 ',f -p 1 1 �y �-A sw,ojwismaexox MAX DESIGN PRESSURE +55.0 -55.0 IOGx NAWWAK Mfg t SERIFS R 0lTsI*WnWWMIAMK R1Yllafs FIGNANK SERox 700 OEAOWU FL -15225-68M NV _L OF yS T'\ HORIZONTAL CROSS SECnON �-s/ obonflBuatia+ r, n INTERIOR EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECRON 2 q Ibw6.n�pm�ipuraHon IT p INTERIOR EXTERIOR r.l INTERIOR EXTERIOR 5 HORIZONTAL CROSS SECRON � b9/Ib���vip dation O I - o z JK • ,yIMLYG Itl: a F1 -15225-68M EXTERIOR INTERIOR 1 VERTICALCROSS SECTION �9,,- e I SMAX. Q .25 w —j" EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 3 �� I' - EXTERIOR INTERIOR 3 VERTICAL CROSS S ON I, -*v con v", j 5 VEIMCALCROSS SECTION 3 ouls"c��on 4M EXTERIOR EXTERIOR 1 VERTICAL CROSS SECTION INTERIOR 6 VE C L CROSS SECTION I I= n z wm N.T•5 a+t or, JK o oa or. 1}S ; i1 -15225-68M o swa* -L or y5 0 # IN Ail INTERIOR E i eggo 3i b7 T6 � vii VozS} ac 5' Zn INTERIOR 6 VE C L CROSS SECTION I I= n z wm N.T•5 a+t or, JK o oa or. 1}S ; i1 -15225-68M o swa* -L or y5 0 \01 it I �V� r O� c,3n T �y a Y 7' = * /per �a r3!ii ITj f-- 7 1 L_ Y -- i r --1 6.1-- L_ �*-', vii. \? i a n I 11 1 1 11 _ _ I1 vi r 9/16 HEAD N —f ''' Mill � �Y\ e D 6-9/16•HEAD D 1 OHM I _ TTP.OHEAD rr F 9116•HEAO w'�_io ^ E " "r ar o o° Kj'0 �j 49/ISHEAD M _ - < D ad �: N aiMUIUON i. dMSH>dN SHOWN FOR a SHOWN E C. H CONCRETE ANCHOR Nr)tf3 e 26 H 1. Concrete arletror Mxrottaro al Me eoe+ers mor be aaf,vsted ro mdntoin the min. 24 edge CWCMa to mafar jdnb. 2 Concrete anchor tocoriom noted as rMx. ON CSWM mwt be oOAted to np6rfdn the ndn. edge detarKe to mortarJOfft odd bond conawle andkm mor be reauled toemue the WAX ON CENTWdI n obn are not exceeded. DETAIL "1" DETAIL Y 1 Concrete anchor fable:n>,•}�{ ANCHOR ANCHOR 16 JAMB - O I SIZE6Nf1EDMEM rOMASCNRr OTYP. G 6.9/16•JAMB O JAMBS EGOS O P. O JAMBST r4- 1/O 1-1/f r r TAPCONe 4-911VJAMS ELCO 1/�. 4A16'JAB9/16• YETRACON JAMB 0 = 1.1/� AS SHOWN ASSNOWN 16 SEE tq 16 SEE - IU ql - 16 OET4L's o 1 c + ^ SEESEE 12 S S OEfA0.Z a7 OFTNI'I c 12 1O S er • DETALLY ,n 1.r 1 C �• F .A VIEW "C -"C SINGLE DOOR W/SIDEUIES VIEW r -"E" VIEW V" -"D" SINGLE DOOR W/SIDEUIE VIEW'I"-'d" SINGLE DOOR VIEW A"= A" H CONCRETE ANCHOR Nr)tf3 e 26 H 1. Concrete arletror Mxrottaro al Me eoe+ers mor be aaf,vsted ro mdntoin the min. 24 edge CWCMa to mafar jdnb. 2 Concrete anchor tocoriom noted as rMx. ON CSWM mwt be oOAted to np6rfdn the ndn. edge detarKe to mortarJOfft odd bond conawle andkm mor be reauled toemue the WAX ON CENTWdI n obn are not exceeded. DETAIL "1" DETAIL Y 1 Concrete anchor fable:n>,•}�{ ANCHOR ANCHOR MIN. MfN CLEARANCE MIN. CJEAMACE I SIZE6Nf1EDMEM rOMASCNRr TOALTJACENr rypE EGOS ANCHOR f1w 1/O 1-1/f r r TAPCONe ELCO 1/�. YETRACON WIC 1.1/� AS SHOWN ASSNOWN TAFTW 1. fie sfde6te B ddect set into the jamb with (12) K8 x? pft woad screws. there are (4) of each verficoijamb, from the top down at 13.5; 31 , 48.5• a 66-. There are (2) at the header at 4' from the ovale comers of the home. There are (2) Of the A 4' from the Outside comers. 1 27 27 DETAIL -4- DETAIL "S" DETAIL • r Te—cuiF 5 wu 2121112 i IGtD N.T.S. p• im er A o .c aa+"a w 9. FL -15225-68M 7 VIEW "C•TC Y' 31 Y 'e I I I 1 11 SHIM SPACE G 6.9/14 JAMS TYP. O JAMBS 16.9116' JAMS G _ M 4.9/16 -JAMS � DETAI'6' CONCRETE ib�- D 6.9/16' HEAD TYP.O HEAD 1 WAL-S p — F 9/16'HEAD � 2-I /P RW PFM CONCRETE SCREWSTEEL 1 VIEW T -"E" ASTRAGAL 1 MULLION STEEL 11 3/16' x 3-1/4* TRW PFH CONCRETE SCREW SHOWN FOR 1 SHOWN FOR _ I/4x31/4 ELCAOROWPFH CRETE SCREW _ REFERENCE REFERENCE 114' X 2 i/r PFH IIW CONCRETE SCREW STEEL 24 ONLY STEEL 26 49X 1' PFH WS 1 — 1410 X IJ/4- PFK WOOD SCREW _ 1 16 1 u 0 12 S S 1 r F DOUBLE DOOR W/SIDEUIES Y r r — R — SEE OETAR'6' 1 D 69/16' MEAD _ f q O f SHIM SPACE G 6.9/14 JAMS TYP. O JAMBS 16.9116' JAMS G _ M 4.9/16 -JAMS DTr CONCRETE ib�- o WAL-S p 12 q- 2-I /P RW PFM CONCRETE SCREWSTEEL 1 VIEW T -"E" Y r SILL OF MATERIALS — R — SEE OETAR'6' 1 D 69/16' MEAD _ TYP O HEAD F 4 9/T6' HEAD q O f SHIM SPACE 1 2-3/4' ELCO OR IIW PFM CONCRETE CREWNRY 16.9116' JAMS G _ tAX. - 3000 PSI MIN. CONCRETE CONFORMING TO ACI R HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 2.1If ELCO OR RW PPH CONCRETE SCREW STEEL SEE DETAIL X 2J/P RTW PFH CONCRETE SCREW STEELX q- 2-I /P RW PFM CONCRETE SCREWSTEEL _ S 1 jr x 1.3/4' ELCO OR ITW PFH CONCRETE SCREW STEEL 11 3/16' x 3-1/4* TRW PFH CONCRETE SCREW STEEL 12 I/4x31/4 ELCAOROWPFH CRETE SCREW STEEL 16 114' X 2 i/r PFH IIW CONCRETE SCREW STEEL 24 R9 X 314' PM WS STEEL 26 49X 1' PFH WS STEEL 21 1410 X IJ/4- PFK WOOD SCREW STEEL Y r — R — SEE OETAR'6' 1 D 69/16' MEAD _ TYP O HEAD F 4 9/T6' HEAD q O f ASTRAGAL Jll SHOWN FOR 1 _1 E ONLY 16.9116' JAMS G _ _ TYP. O JAMBS 14.9/16' JAW _ 1 1 SEE DETAIL 1 q- _ _ �13 �— _ /k 1 �o CS n� 1 DOUELE DOOR VIEW i1' --"A" it 0 1 27 DETAIL "6" ATTACH ASTRAGAL THROW BOLT STRUT PLATE TO FRAME 26 AS SHOWN. 24 DETAIL'S H 26 DEWL'I" i J N � i _o Dat 2121112 i soar N.T.S. i o¢.er JK e as w. LFS ; ouonwG raJ a FL -15215-68M a 0 tn'� .�f y \\ cy� omam �13 p N� 8 a 64 �o CS n� 1 DOUELE DOOR VIEW i1' --"A" it 0 1 27 DETAIL "6" ATTACH ASTRAGAL THROW BOLT STRUT PLATE TO FRAME 26 AS SHOWN. 24 DETAIL'S H 26 DEWL'I" i J N � i _o Dat 2121112 i soar N.T.S. i o¢.er JK e as w. LFS ; ouonwG raJ a FL -15215-68M a 0 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Boa 230 Valrico. FL 33595 Phone 813.659.9197 Florida Board or Professional Engineers Cerlifrcale orAullroriralion No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation "Smooth -Star" and "Benchmark by Therme-Tru" Exterior Swinging 118 Industrial Dr 8'8 Single & Double Opaque or Glazed Panels w! 6 w/o Sidelites Doors Exterior Door Edgerton, ON 43517 Inswing I Outswing Assemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 8 Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company ml nufa or distributing the product or in any other entity involved in the approval process of the product named herein. Umltet/ons: 1. This product anchoring has been developed In compliance with the Slh Edition (2014) Florida Building Code (FBC) structural requil the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dyes brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installe manufacturefs installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no be less than shown In drawing FL -15225.568. 5. Where shims are used, they must be a "rigid / stiff" material that Complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL -15225.5.68 shall be determined by others for specific with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.548 require further engineering analysis by a licensed engineer t architect. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory 9 ETC -01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC Laboratories V ETC -01-741-11008.0 ASTM E330-02 / TAS 202-94 ETC Laboratories J TEL 01460147 ASTM E330-02 / E 1886-021 E 1996-02 Testing Evaluation Lab. L 2. Dlawlni3 No. Prepared by 9 No. FL -15225.5-68 RW Building Consultants. Inc. (CA 09813) L 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA #9813) L 16, •rerirriir lnT �t Sheet 1 of 1 ments excluding ng, stucco, foam, following fastener stance shall they lbs in accordance registered I W. Haney, P.E. L. Dolden, P.E. F. Schmidt, P.E. F. Schmidt, F. Schmidt, P.E. Lyndon F Schmidt, P.E. FL PE No. 43409 2/612015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry I7 C P.O. Box 330 Volrico, FL 33595 Phone 813.659.9197 Floridn Boud or Professional Engineers Certificate orAtrthoriration No. 9813 Product Sub Category Manufacturer Product Name Category ASTM E330-02 / TAS 202-94 NCTL 210-1940.1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 Thcrma Tru Corporation "Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Or 8'0 Single b Double Opaque or Glazed Panels wl 6 w/o Sldelites Doors Exterior Door Edgerton, 01-143517 Inswing I Outswing Assemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope., Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 8 1998) for Thermo Tru Corporation, based on Rub Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certificallon Agency Certificate for sizes, spectlications and design pressure ratings. 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond well dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shag be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacture's Installation Instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL -15225.5-80. S. Where shims are used, they must be a "rigid / stiff material that complies with the requirements of the FSC. 6. Positive and negative design pressure requirements for use with drawing FL -15225.5-80 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 -15225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporrfng Documents: 1. Test Report No. Test Standard ETC -01-741-10593.0 ASTM E330-02 / TAS 202-94 ETC -01-741-10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940.1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FL -15225.5-80 RW Building Consultants, Inc. (CA 119813) 3. Calculations Prepared by Anchoring RW Building Consullants, Inc. (CA 119813) Sheet 1 of 1 Testirm Laboratory ETC Laboratories ETC Laboratories NCTL Testing Evaluation Lab. Signed by Mark D. Passero, P.E. Wendell W. Haney, P.E. Barry Portnoy, P.E. Lyndon F. Schmidt, P.E. Signed 6 Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. �'r'��• Lyndon F. Schmidt. P.E. FL PE No. 43409 2/612015 10 R ,w BC R W Building Consultants, Inc. Consulting and Engineering Services for the Building Industry P.O. Box 230 Valrieo. FL 33595 Phone 613.659.9197 Florida Board of Professional Engineers Ceniffute of Authorization No. 9613 Product Sub Category Manufacturer ASTM E330-02 / E1886-02 / E1996-02 Product Name ASTM E330-02 / TAS 201, 202, 203-94 Category Prepared by No. FL -15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 09813) Therms Tru Corporation 6'8 Single a Double Opaque or Glazed Exterior Swinging 118 Industrial Dr Doors w/ & w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Outswin 9 Assemblies Phone 419.298.1740 Direct to Masonry Installation Scope: Um1000na: Product Evaluation report issued by R W Building Consultants. Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Therms Tru Corporation, based on Rule Chapter No. 61G20-3, Method to of the State of Florida Product Approval, Ipt. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company m i nufal or distributing the product or in any other entity involved in the approval process of the product named herein. 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requb the 'High Velocity Hurricane Zone'. See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dyes brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installe manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no be less than shown in drawing FL -15225$8M. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL -15225-68M shall be determined by others for specific with the governing code. 7. Site conditions that deviate from the details of drawing FL -15225-68M require further engineering analysis by a licensed engineer t architect. Supporting Documents: i. Test Report No. Teat Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawing No. Prepared by No. FL -15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 09813) Sheet 1 of 1 Testing Leboraton Testing Evaluation Lab. ETC laboratories ot ev 4 'a.114-••• A :QZ u ; ic.11: Ur- �w� .,,frf. thio ments excluding ng, stucco, foam, following fastener stance shag they abs In accordance registered F. Schmidt, P.E. L. Dolden, P.E. F. Schmidt, P.E. Schmidt, P.E. is 1 Lyndon F! Schmidt. P.E. FLIPE No. 43409 2162015 Florida Building Code Online ap,i ��� "=r Page 1 of 3 Florida Engineer or Architect Name who developed the Luis Roberto Lomas Z - P Florida License PE -62514 Quality Assurance Entity National Accreditation and Management Intl lute enc Validated By Steven M. Urich, PE Business & Professional Regulation FU 5337.E + Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 r Certified By n..� rAA &DVa11fWj40 SCIS Moms I tog In I user R"Istrauon ! Mot Topics I submit surcharge I stats a rads I publications I ret Staff I acts Site Map I Links I Search I bus nes ) Pro#essi Iip product Approval USER. public User Code. Regulation > Qmsud ar Anogcation search > AoWkatron Lkt > Appnation OMN FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 6S0 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger®mlwd.com Authorized Signature Brent Sltlinger bsltlingeromlwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer FI Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE -62514 Quality Assurance Entity National Accreditation and Management Intl lute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE r-1 Validation Checklist - Hardcopy Received Certificate of Independence FLI 332 R2 COI FLCOI.odf Referenced Standard and Year (of Standard) 51111.111dow Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 Equivalence of Product Standards Certified By Sections from the Code W)I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Buildin} Code. Documentation from approved Evaluation or Validation Entity OYes 0 N ON/A https://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgtH8572gvdWl I. 7/20/2015 Florida Building Code Online Page 2 of 3 w Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products FL At Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON- Approved for use in HVHZ: No FLIS332 R2 11 08-02248A.DdP REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FUS332 R2 11 08-00500C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 96"x96" Limits of Use 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96'x80" NON- FLIS332 R2 11 09-02249A.odf REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 Il 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10805B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-02248A.DdP Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S12968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 42D ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 09-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R aE S•12969A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96' Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 1.1 08-02250A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S12970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00499C.6df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510t306B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 V Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 it '08=00501C.odf Approved for use outside HVHZ: Yes Verifled By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332. R2 AE 530808B.odf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143-L,80' REINFORCED NOW Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 Il 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809B.Ddf PRESSURE RATINGS Created by independent Third Party, Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM D XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-00503C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510810B.odf PRESSURE RATINGS Created by Independent Third Party: Yes ® ltmlt The State of Florida IS an AArEEO employer. fi,ny.l"he 7007.201 a Site el FlerNa.:: Privacy Statement :: Accessibility 1 :: I Under Florida law, email addresses are Public records. If you do not want your *-mall address released In response to a Public -records request, do not send electronic mail to this entity. Instead, contact the office by plane or by traditional mail. If you have any questions, please contact 850.4881395. -Pursuant to Section 455.2750), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department wllh an!mall address If they have one. The smalls provided may be used for Official Communication with the licensee. However email addresses are public reoard. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if y are a licensee under Chapter 455, F.S., please click ba L. Product Approval Accepts: ®®IME® Cred t�ariiE https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW] j.. 7/20/2015 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. FRAMINIG AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS 00TIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONS(EiLrr' 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, WINO LOAD DURATION FACTOR Cd- I.5 WAS USED FOR WOOD ANCHOR CALCULATIONS, 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6053-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS, 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED Al- EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIN. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK "0 BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1,0 00 NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OvERHANG HEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE B10 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' TAOCONS 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 810 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYONO 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 TH.E 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. -,-.FE 1 (OR GREATER). 0, METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6053-T5 1/8" THICK MINIMUM 15, APPROVED CONFIGURATIONS: OX, X0, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION I NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REM90NS OEStlOPT10% DAIE APPROVED ADDED CHARTS 03/05/12 R1, REVISED PER NEW TESTING 10/29/13 R.L ADDED FLANGE ANO FIN INSTALLATION 112/06/13 R.L. SIGNED: 1210"013 MI WINDOWSLLC W. CROSBY0RO CARROLLTON, TX 75006 ```'`�uRuLO����''' *y • 0 *' SERIES 420 REINFORCED SGD 96" x 96" NOTES�E OF :20RVO� ORAMN. OrtO ND REv 08-00499 8500499OF C Al. `������ V-qz NTS °"T 02/23/09 OF10 do a F HI 6' MAX 96' MAX FRAME 1NIOTH ANCHORS TO BE EQUALLY SPACED (2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS r REOUIRED 6" MAX 001 W. CROSBY0RD F"rwm VMWldhipp "DOM Sao 310 4LQ ORO 7x0 .640 Nit m0 710 QO 411.0 CN X00 am 0407 wX POS tft Pw Nq POS Mill AMC 4 A A 41, IGH i 0 45, 6" MAX 25A 3S2 2Lr 2 SERIES 420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE WITH 2.1/92• SILL SEE CHARTS O1 AND 02 FOR OTHER UNITS RATINGS I DESIGN PRESSURE RA77NO I IMPACT RATING I +25.01-28.6PSF I NONE WITH 1.1/2'SIu SEE CHARTS 03 AND 04 FOR OTHER UNITS RATINGS — 6' MAX CHARTXI WITH 2.1/32• SILL WHERE WATER INFILTRATION RESISTANCE IS REOUIREQ SEE NOTE 9 SHEET / M16 Chart From tte 00 1 710 70.0 4x0 q. tR00 7x00 O4o0 Pos oft Pw Np K 640 40A W 40A 562 40. 4" 6R0 40. 00. IOA A R.0 s6. t A 1A 4 040 ,40 4 CHART 02 WITH24MISILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I osdan pmmm CAM Fans Sftb ftml aid TOW Frills Welk On) X.0 1 4x0 46.0 HOW CN f0A0 7200 MAO moo Pw I RV I Pw s N40 60, W2 562 �522 52.2 16A 46A 06.0 .1 t 4 .tx0 A 51A 13 qA 4Z 421 t t REv190r15 opo n�v NATE APMOVED ADDED CRARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L. ADDED 7LA,VGE AND FIN INSTALLATION 12/06/13 R.L. CHART 03 WITH 1-hrSIu WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. cccY C O cmccr, f ChM MooFWal411e Aw 001 W. CROSBY0RD F"rwm VMWldhipp "DOM Sao 310 4LQ ORO 7x0 .640 Nit m0 710 QO 411.0 CN X00 am 0407 P03 I ANO POS tft Pw Nq POS Mill 04025.0 4 A A 41, 730 77.4 23.074.4 0 45, 25A 392 25A 3S2 2Lr 2 Fr 2 ORO 10.7 A- 337 lA 25, CHART I4 WFTH 1-tals!u WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Ossr n ChM Fries an0Ta111 YOOeION �t304 1 30.0 qA � i00D 77AD 0100 Jam P4y Pwam 640 I 1 11 41. 37.1 77.4 .4 -1 O.0 4 t 79 352 020 1 12.8 37 A 40.1 1 W.T 266 CHART IS -N0 elaadl tsc# aro i40 Frtrta 001 W. CROSBY0RD HOW Sao 310 4LQ ORO 7x0 .640 Nit m0 4" no u0610s 96" x 96" ELEVATION Ej 66 6 6 Oxo s 6 NO, 08-00499 6 Z" NTS PAIr 02/23/09 smm' 2 OF 10 WINDOWS AND LLC 001 W. CROSBY0RD CARROLLTON. TX 75006 ` r� SIE0IES-420—REINF4RGW—SGD 96" x 96" ELEVATION C • p•8j ORMN.aoc NO, 08-00499 Z" NTS PAIr 02/23/09 smm' 2 OF 10 Fr L FF HE 96` MAX FRAME WIDTH ANCHORS TO 9E EQUALLY SPACED (2) ANCHORS PER LOCATION SEE CHART #6 6" MAX FOR NUM3EP. OF LOCATIONS REOUIREO 6" MAX l 6" MAX I I LLC RD 6" AX VA E GHT I 10.0 n.0 4L0 qA !boom I ss.0 4 t 0 S 0 6 6 6 6 8" 5 5 5 e 6 e e e SERIES 420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE wml2-,ra2•s/u SEE CHARTS 01 AND 12 SHEET 2 FOR OTHER UNITS RATINGS OESIGN PRESSURE RA nm LUPACT RATING +25.0/-28.6PSF NONE WITH 1-Mrs/u SEE CHARTS IJ AND AW SHEET 2 FOR OTHER UNITS RA77AIGS Ae SIONS I RN 1 n«:a:�ov I OHE 1 4PPP.MFo 1 EAla=mC:iARiS 03/05/17 R.L.PENSED PER NEW TES;IaG 10/29/13 P. L. "--- 1 C A00.0 FLANGE ANC FIN INSTALLATION 12/06/13 1 R.L. CHART 05 S 3/8' —j 7v2.. 21W SILL ALUMINUM 6063-T5.055 THICK 1 1/2' SILL ALUMINUM 6063-75.055 THICK MI WINDOWS Ww CR0D DOORS Number of enchw lontlonsrpvlrea LLC RD sto mm ww Tad Ot MNIh IN Fame 10.0 n.0 4L0 qA !boom Sao 7" "0 1 S&o His Ibmb His bmb Nis jamb I Nis Amb ss.0 4 t 0 S 0 6 6 6 6 8" 5 5 5 e 6 e e e 920 =-,. 5 6 6 6 6 6 MA 5 6 5 6 6 e e 6 S 3/8' —j 7v2.. 21W SILL ALUMINUM 6063-T5.055 THICK 1 1/2' SILL ALUMINUM 6063-75.055 THICK MI WINDOWS Ww CR0D DOORS `5!killR LLC RD CARROLLTON. TX 75006 �``v •*xpE * SERIES 420 REINFORCED SCO 96" x 96" y FIN ELEVATION 8T F.A. 1 08-00499 SCALE NTS " 02/23/09 1 sKEI' 3 OF 1 OF 1/2' MIN, EDGE DISTANCE 1 3/8" MIN, WOOD FRAMING ma ENT OR 2x BUCK BY OTHERS f 1/4' MAX, SHIM 110 WOOD SPACE SCREW 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIORIUJ U j INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUG( MSTALLAnON 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W W ASTM E2112 SILL 1`0 3E SEI IN A 2EO OF VULKEM 116 CONSTRUCTION AO -'?SIVE OR EOUA_ E: SHCET 3 OR SIU OPTIONS MIN. ENT i 31%8" MIN. EMBEDMENT T- 1/2" M1ra. EDGE DISTANCE #10 WC00 SCREW WOOD FRAMING OR 2X BUCK BY OTHERS F VISIONS flMRIPTI.y-. DATE MPRavSD 400[0 CHARTS 03/05/17 R.L. REVISED PER NEW TES11N, 10/29/13 R.L. ADDED FLANGE AND FIN 1'43iALL4i10N II/OC/13 (RL 1/4' MAX, r SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK MTALLA TION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 410 Rf,TNFORCE0—SGD-- 96" x 96" FRAME INSTALLATION DETAILS yam aMc Na F.A. 08-00499 K"F NTS a^'F 02/23/69 k'a'S OF 10 INTERIOR METAL STRUCTURE BY OTHERS #10 SMS OR SES: DRILLING SCREW METAL STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE #10 SMS OR SELF DRILLING SCREW EXTERIOR LLU U_U INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE WSTALLAT/ON NOTES., 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT SYOTHERS TO BE DESIGNED IN ACCOROANCE WTTHASTM EZ112 L TO BE SET IN EEO OF VULY.EM Iib NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS T _/8.• MII ECG- LISTA I IjiO SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS ON -ANS REV .r:-scg 7Ich I CAT-, H4FOK0 A ADDED CkA;Z*IS OS/OS/17 JR.L. B R•_VISEO PER NEW TESTING 10/29/13 RL. C AIDED FLANGE AVC FIN INS74LVAON 1 12/06/13 R.L. 1 ie" ueV JAMS INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGO 96" x 96" FRAME INSTALLATION DETAILS DRAWN: DO" eC. F. A. 1 08-00499 s. Z' NTS I O'T1.02/23/09 y'EI' 5 OF 10 (? ! if �if��/�� ENp -per 2 1/2" MIN. =_DGE DISTANCE j • , e • s • 1 1/4" MIN. `, a •a, a . EMBEDMENT CONCRETE/ J MASONRY _ r ' MAX. A BY OTHERS 1 _ _ _L SHIM SPACE TX BUCK OPTIONAL r •-r TO B: d PROPERLY SECURED SEC NOTE 3 SHEET 1 3/16' TAPCON EXTERIOR LU Uj INTERIOR SILL TO BE SET IN A BED 0= VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL 3/16- TAPCON SEE SHEET 3 MASONR / FOR SILL OPTIONS CONCRETE eY oTHERs 6 1 1/4" MIN. • . e � � EMBEOMfNT . e � 1 1 i 1/2' MIN, r - EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAI4ISONRY INSTALLATION =C:,YJNS Grsta:r oN DATE Awa,0u10 ADDED CHARTS 03/00/12 R,L• REVISED DER NEW TESTL\G :0/28/13 R.L. ;ACED FLANGE AND AN IUSTALLAT10N 12/06/13 R.L 1 i/A- MIN. EMBEDMENT 1/4- MAX. 2 1/2 I I SHIM SPACE MIN. • • I I INTERIOR EDGE DISTANCE ••� s o, -� 3/10" TAPCON CJi1CRETE/'A1i5.)NRY - • o BY OTLiEPSULI �v _. • EXTERIOR OPTIONAL "X '-US ( JAMB INSTALLATION DETAIL 1J EEE PROPERLY CONCRETFJMASONRYINSTALLATION SECURED SEE NOTE 3 SHEET I NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCOROANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1ES-420-REINFOR@ED sOB- 96" x 96" FRAME INSTALLATION DETAILS q:aWN. Ck. N0, F.A. 1 06-00499 SC-' NTS I 0"TE `02/23/09 1SrUT6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 0 WOOD SCREW W000 -RAMIN( OR 2X BUCF BY OTHER; I/2" MIN. "DGE DISTANCE 1 3/8' MIN. EMBEDMENT 1/4- MAX. J S41M SPACE 10 WOOD SCREWS EXTERIOR Uj ILD INTERIOR VERTICAL CROSS SECTION W000 FRAMWG ORV BUCK INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.. NOT SHOWN FOR CLARITY. $ PER/MET'ER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITTI ASTM E2112 T- 1 3/8" MIN. EDGE DISTANCE 0 BE SET IN OF YULKEM 115 RUCTION ADHESIVE_ 10 WOOD IUAL SCREWS SEE SHEET 3 FOR SILL OPTIONS MIN. LENT WOOD FRAMING CR 2:T BUCK By OTHERS REA"N's liSLR-Pini: ort MPIIor.o .ADDED CNARIS 0-110!)" 17 R.I.. REMEn PER 14EW TESTING 17/29/13 R ADC—EC LANOE AND FIN INSTALLATION 12/05/13 I R.L. 1/4- MAX. SHIM SPACE INTERIOR %-- EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FLANGE INSTALLATION DETAILS wuvn. C+rG iW. F.A. 08-00499 VAX NTS G1E 01/23/09 s Ee 7 OF 10 m= METAL STRUCTURE BY OTHERS s10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/4 - MAX, SHIM SPACE I #10 SMS OR SELF DRILLING SCREW EXTERIOR UJ INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SET IN VULKEM 116 ION ADHESIVE- SEE DHESIVE SEE SHEET 3 OR SILL OPTIONS T- 7/8, Mu ECGE OIST� L. 910 SIAS OR SELV CRILLING SCREWS MEi AL STPUCTLIP.E BY OTHERS Mo I /.I'• .— JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC ``��+tnI 1001 W. CROSBY RD \����6 R•• CARROLLTON. TX 75006 1,INTERIOR ANO EXTERIOR FINISHES, 96 x 96' BYOTHERS, FLANGE INSTALLATION DETAILS • TATE NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BYOTHERS TO SE OESCWMINACCORDANCEWITHASTME2112,•p"tIOR IS"Al oto 08-00499 C ,'OiiA NTS 02/23/09 8 OF 10 Fi:sil.94 4.R' Cc tCIPPICr Dail nPPVOW4 A AQOEO CHARTS 03/05/17 R,L, 8 RaMISE0 PER NEW TC3 NG 10/29/13 R.L. C ADDED FLANGE aVQ FIN INSTALLATION 12/06/13 � R.L. I /.I'• .— JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC ``��+tnI 1001 W. CROSBY RD \����6 R•• CARROLLTON. TX 75006 1,INTERIOR ANO EXTERIOR FINISHES, 96 x 96' BYOTHERS, FLANGE INSTALLATION DETAILS • TATE NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BYOTHERS TO SE OESCWMINACCORDANCEWITHASTME2112,•p"tIOR IS"Al oto 08-00499 C ,'OiiA NTS 02/23/09 8 OF 10 i t.... i 1 i7 MIN, �0:.- DISiaNCE • ♦ 4 1 1/4" !AIN, • • !a• EMBEDMENT CONCRETE/ ' ' • : - MASONRY I/4 MAX, BY OTHERS L SHIM SPACE OPTIONAL ^� 1X BUCK TO BE PROPERLY SECURED SEE NOTE -3 SHEET I 3/16" TAPCON EXTERIOR L (LU 1NTERIOR SILL i0 BE SET IN A BED OF `/ULKEM 116 CONSTRUCTION ADHESIVE 3/16" TAPCON OR EOUAL SEE SHEE- 3 FOR SILL OPTIONS MASONRY/ NCRETE BYOTHERS • ,' 6r 1 1/4'• MIN. • ' EMBFDMENT Q e • I 2 1/2" MIN. SOGE DISTANCE VERTICAL CROSS SECTION CONCRETISMA.SONRY INSTALLATION ItEv..5:a1s QHS^.'.'Pr1AY ale I APPRMSP 4114170 CHARTS 7-3/0—b/ 17 R.L. RE'ASED PCR NEW TESTING � 10/29/13 R.L. ADDED FW41E AND FN •NSPLLATION 12/06/13 R.L. 1 114- MITI. C:18cOMENT 1 1 f St11M SPACt i 11.7• v I rtlN. •• EDGE DISTANCE • � I 3/16` TLPCON i v f• CCNCRETL/MASCNRY BY OTHERS • ' 1 .0 INTERIOR %— EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCREIFJMASONRYINSTALLATION TO BE PROT'ERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM EZ112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FLANGE INSTALLATION DETAILS C1 os, no. F.A. 08-00499 sem` NTS do 02/23/09 1--9 OF 10 o TR' TL OW//jam O EIVB�'fjp�i= �T�'r WOOD FRAMING — .( 1"4- MAY, OTHERS I r SHIM SPACE INTERIOR 1 1/4" MIN. EMBEDMENT a8 WOOD SCREW —� r' I --1111 EXTERIOR 7/16" MIN EDGE DISTANCE #B WOOD SCREW 7/16' MIN j EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOW FRAMING OR 2X BUCK INSTALLATION i 1/4' MIN. MSEOMENT WOOD FRAMING BY OTHERS 1NTER/OR TRIM i /4" MAX. SHIM SPACE .—i INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLARON SEE SHEETS 4-9. RSdS0A5 A Arco, c1uzTS 03/05/12 R,L. 6 RE1113:0 PER INEW TESTING 10/29/13 R.L. �•~_ C AD7EO °LA'1,^E 4NC r(N INjiAWTION 12/05/13 R.L. i 5/8- wN. ECCE msT. I •_ TRIM :: • 'E 1/4- MIN. INTERIOR EMBEDMENT MASONRY/COACR_TE • 1 BY OTHERS I>: BUCK SY OTHERS. HOOK -Ip I - 1! BUCK TO BE PROPERLY SECURiD S/T6' fA?CON EXTERIOR PANEL 1NTERLCCK HOOK STRIP INSTALLATION MASONRY/CONCRETE MET -'l- STRUCTURE --� BY OTHERS { TRI.M -� S/8" MIN. EMBEDMENT INTERIOR HOO-C STRIP —� H^,OY, STRiD \ 110 WOOD `#10 SELF DRILLING SCREW I SCREW EXTERIOR PANEL INTERLOCK EXTERIOR NTERLOG C HOOK STRIP INSTALLATION_ HOOK STRIP INSTALLATION 2XBUCKAN000FRAMING METAL STRUCTURE MI WI AND DOORS 1001 W. CROSBY RD LLC `\�`$i•R �!L10�'''. CARROLLTON, TX 75006 `�; �.�GEMB� •'P SERIES 420 REINFORCED SGO _ *•77 t 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 96 x 96 v NOTSHOWNFORCLARRY NAILFIN HOOK INSTALLATION DETAILS AT .OF ; t� Z PERIMETER AND JOINT SEALANT BYOTHERS TO BE yuyyl o rc n0 _ elY OESIGNEOINACCORDANCEWITHASTME2112 stilt NTS y>Z 02/25/.09 0800499 OF 10 C SIOf�IlAll11 O`\\, L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomas@lrlomaspc.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Product Line: Series 420 Reinforced Aluminum SGD 96"x96" Engineering Evaluation Report Report No.: 5108068 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00499 Revision C, titled Series 420 Reinforced Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMA/WDMA/CSA 101/I.S.2/A440-05 Design pressure: t40.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel. P.E. Architectural Testing, Inc., York, PA AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510806-1 B, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: t40.Opsf • Maximum unit size: 96" x 96" • Approved configurations: OX, XO, XX, XP, PX, XIP and PIX • Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. • This product is not rated to be used in the HVHZ. • This product is not impact resistant and requires impact protection in wind bome debris regions. • Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00499, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 `X���IIIIII/l/��ii �N�� AT OF Z ORAIL 14P •���� ! I11 Luis R. Lomas, P.E. FL No.: 62514 12/04/2013 Florida Building Code Online GQ( (SFPage 1 of 4 Aodda Q,'�dlifr ild Dc's Home I lag In I use, Reglst""On i Hot TODIO I submit SurcAarge 1 Stats 6 facts i P011otlons faC Stan ( DOS Sita Map Lim Sol" Busmes ��,�® Professi nal Product Approval PU USER: DIk User Regulation > eruct or Aenbratian Srardr > Aeal A11DA 16151 > Application Detail FL # FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Amarr Garage Doors/Entrematic Address/Phone/Email 165 Carriage Court Winston-Salem, NC 27105 (336)251-1309 danny.joyner@amarr.com Authorized Signature Brandon Gentle brandon.gentle0a marr.com Technical Representative Brandon Gentle Address/Phone/Email 165 Carriage Court Winston-Salem, NC 27105 (336)251-1308 brandon.gentle*amarr.com Quality Assurance Representative Danny 3oyner Address/Phone/Email Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Ar itect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Thomas L. Shelmerdlne Evaluation Report Florida License PE -0048579 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamoci Hersey Quality Assurance Contract Expiration Date 01/01/2016 Validated By Steven M. Urlch, PE I ! Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Standard ) ASTM E 330 2002 DASMA 308 20 (5 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDqunL7seVZMF... 7/20/2015 N Florida Building Code Online Page 2 of 4 1 affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity ' , Yes No N/A Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FLA Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) FL5302 R 1[ IRC -6009-120.15 Drawing 7-10 FL.ndf Limits of Use Installation Instructions Approved for use in HVHZ: No FL -5302 R6 11 IRC -6009-110.11 Drawino 7-10 FL.ndf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. FL5302 R6 AE IRC -6009-110-11 Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M60D); Heritage (M950); Dwg. IRC -6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 II IRC -6009-100-11 drawing 7-10 sealed.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-1B.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. FL5302 R6 AE IRC -6009-100.11 report7-10 sealed.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R 1[ IRC -6009-120.15 Drawing 7-10 FL.ndf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC -6009-120-15 Report 7-10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC -6009-130-15, Thru 9' wide. Oak Summit (M650) I Limits of Use Installation Instructions Approved for use in HVHZ: No Ei 530 R6 11 IRC -6009-130-1S Drawing 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other- Design Pressure +26.7/-31.6, Not for use in HVHZ. FL 5302 R6 AE IRC -6009-130.15 BMW 7-10 FL.pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC -6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No E��}gj R6 11 IRC -6009-140 15 Drawino 7-10 FLpdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC -6009-140-15 Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Hentage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC -6009-150-15 Drawing 7-10 FLDdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC -6009-150.15 Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a Created by Independent Third Party: Yes replacement door. Created by Independent Third Party: Yes 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC -6009-169-15 Drawino 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 R6 AE IRC -6009-169-15 Report 7-10 FL.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a Created by Independent Third Party: Yes replacement door. replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC -6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Dwg. IRC -6016-120-15, 10' Thru 16' wide. Limits of Use Installation Instructions Approved for use In HVHZ: No FL5302 R6 II IRC -6016-100-15 Drawing 7-10 FLpdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. Fl Sant R6 AE IRC -6016 -100 -IS Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a Created by Independent Third Party: Yes replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC -6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No F15302 R6 11 IRC -6016-1.10-1 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. FLS3Q2 R6 AE IRC -6016-110-15 Report 7-10 FL.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC -6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of use Installation Instructions Approved for use in HVHZ: No FI 5302 R6 It IRC -6016.120.15 Orawino 7-10 FL,0df Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. FLS302 R6 AE IRC -6016-120-15 Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.11 Stratford (M600); Heritage (M950);I Dwg. IRC -6016-130-15, 10' Thru 16' wide. I Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Fl S302 R6 11 IRC -6016 -130 -IS Drawing 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.12 I Stratford (M600); Heritage (M950); I Dwg. IRC -6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www. floridabuilding.org/pr/pr_app_dti.aspx?param=wGBVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5102 R6 AE IRC -6016-140-17 report 7-10 sealed.odf Created by Independent Third Party: Yes 15302.13 I Stratford (M600); Heritage (M950); I Dwg. IRC -6016-140-24, 10' Thru 16' wide I Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC -6016-140-24 drawlno 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC -6016.140-24 report 7-10 sealed.Rdf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC -6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Installation Instructions Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC -6016-145.24 drawlno 7-10 sealed&g Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE IRC -6016-14S-24 report 7-10 sealed.Rd( Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC -6018-110-15, 16'2 Thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC -6018-11Q-15 Drawlna 7-10 FLDdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes (Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use In HVHZ. FL5302 R6 AE iRC 944_-"01g RgRRrt�j-10 FLA f Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC -6018-120-15, 16'2 thru 18' wide Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC -6018-120-15 Drawino 7-10 FLpdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FLS302 R6 AE IRC -6018.120-15 Report 7-10 FL.odF Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. anrdi Neal Conte 1d :: 1940 North alenree Street. Tallahassee FL 32399 Men= aSp.487.1924 The State of Florida is an AA/EE-0 employer. Co9yAoht 2007.2013 State M Florida.:: Privacy Sta(troyrl :: Accessibility Statemer0 :: Refund Statement Under Florida taw, smell addresses are Public records. If You do not ward your e-mail address released in response to a public-remMs request. do not send electronic mall to this entity. Instead, aonUKI the office by phone or by traditional mail. If you have any questions, please contact a5o.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effecOve October 1. 2012. licensees licensed under Chapter 455. F.S. must provide the Department with an mull address 11 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 email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S.. please click b=. Product Approval Accepts: !®OR® wrti.ratVNIVI 1410: https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGE VXQwtDqunL7seVZMF... 7/20/2015 A1LA TIAOAE RMLER CANCOI ATTACHED V/ fb 1/4' . Vr r dT a OA Kp 1RAPST • IA W WIV. RRft1IRAl Y x06\ 91AR1 ARAC10 • ARAo(p VO4D 1//V T. vI 10 V.• /H• La WX WAD SCREVS WX M[AS SCRVS Ai POI "A"t, rAHN ccNTCR RS.E TtPtm G FPSiI�� I.OA "ASAfC V/ m vRm ATT-cuwx WAS team "MLS rex $Tar. AnAOHOT dF 2TRVT IS OEOSaCW STTLE STWFENTR 5 ITALL U a P.Q S PAST W01=4 u a Its100lIK TOP rwjRC ATTACKS V/ rN v.• . s/.• NS} WAS SMW Supt encwl V/0 VU.1. Ur VOLT NoArFACHO NUR 100 K MA RVO1 9%= DOLTS a "m Om (U 9/le• INA . 1-3/P OT SAx• ou.. t-S/Y T OU0. *R&=0 Aw 0 manse Lrut Joe smov 401*00 TRACT( CONrIGIRAIIGN fOR e'x• UP TO N' TALL DOORS IV fxf 1/.• W L.• iQ'Cp) t Ov0�1t. S'1[a q[TI101 vv . .•... _ A 00 mp c N Oa pI[ASYT u 4.Tn1 1eNCREr '1 fJ(A,�CY// CWL xiv S/l 0 Ib RQ �6 {I CIO 161Q ARA•Je0 tvi/il Kb tdEvi • Graft 1. a T00[ nAC1aJ Ids alal N/ 9VOLD D T RR v/ea v.• 2 s/.• � o vTDo M 7• ZWk ST" 0 IS2 WAS SCREVS 5EPTION A -A TSME NEWT ARAtKO VIM \ \\\Stt III/rrrr / V.• . 7/.• 10 MAER CARUM AnAOWv NIS SIZE ACAS Sotcvs AT m ENO VLC v/ 1x) V.• Y., tr wdm r \�\�\ EACH UO STLLL la NiAO SCREWS AM CM®t .� 14 T ``aO : Ehs • r 7-p" SIM IP MAN 7 WE iRC 1R v IW Ko 0048570 pot ROI RO.CCRS IV StC• aLmot R v/ 7/I6• RCTAIWR rut v/ 7/IY RS1ADx! to Ia02a1 wer.ee DESIGN E �� .��. HOH-TPCAS0 WKTS NDhrMCAdjO 9Mr7S Y4 MM wr / �� +21.0 PS► TYPICAL OOTTOII ORS5V y \ -2w0 PSi f �p �Sj `,� • �..: MIT.— DURASAfC END IItNOE 3 N r a 1 Im wa E '... (,. •f A.TS 1 1 .Iw la4A•t 2 O -' lai•^ a No[ 2 TEST LOADS t 1ptl •' a PSF' l.Le OOCT ARAO'O /01A1! K t O Mll 19 S"anD OOQ 431 -37.2 P9i "� rfl�S���.�A�.�\\\ •x9TT1:9:91 Ar CA. J110 OIGOM1T x S S 3)P R v► EE ' Po, x at OETt01) F 1 xo r.L 12NITR s1 OPTIDIK Vein OCT L 6 rra nmte.m rar'Olq ��/ AU ri pati 1w cup OO O q M •Rnv+A •Vtt 0%(ImIAI•Vl]•�' THE METHOD W OF TESn4G WAS SUBSTANTIAL ���?±��gACE[ .IATtaL wa Zvi CONrommcE N1T11 THE PROCEDURE OESCIMID W ASTMA7'.Ni•016tr�nlilc Rlol�• IO •~� er 1o.e L qCN IDI ANO MORE• x= 1000 M too tOA•T vOaT>Twot NG 27110 E330 ANC AN4/0ASYA 100 THE PRESSURES SNOMN ON .A,mLs MODEL /050 OA[ 9UY1aT r./Dara90fa e v. $Tm ORAvANGS NERC CALCULATED USING ASCE 7-10 SAN THE ,els • NNmRaa rat mom waeRA® FOLLOWING PARAMETERS (5 FEET OF OOOR TROTH IN THE EH "'° anrlm •"' tT.IeNR Nt m RRA w O. MODEL /000 SMT/ORD �/OuraSde 7/:t• W. Od2T a ees *a+aN e— to q w MODEL #00 KEMTAG6 W/DunSafa v.-te . merx Irl ra NXIER 20NE. ROOF AT MT RAPE . oaloo.L alavl• SRI4 LRT AIO tN vet WINO SPEED NPH ISS 14t 134 12B 122 a �p1i/ sI.IR.N.L a21Ortf a.NL n lmY Short. 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WA STwT ,DEATO IN TK rep uv PROTECTION WITH Uv PROTECTION 1tv LOWS +1127 ISI AN. !Orta Dr GLAZCD SECTION TU � vi(p v.•WX ANI t 7i.• -E 'JNFZ A SC6VS AT CIO R Mae3/32' THICK SSB CLASS � I OPTIONAL SHORT PANEL TTP GLAZED SECTION (ST" AND STILE LAYMTS) OP-IO.'TAL LONG PANM TCA GLA2L0 SECIIIIV fSMR AND STILE LAYOUTS) IRHHC IA'fa 47AZ110 OIbN �IgA6l mr a 0700 16,41 OwplpH tab -LC. OOORS f6•+ /wN ta'R THR mm USC 9-w FANIL Wawa OR CUEm KCNO,D W000 JAMB ATTACHMENT TO STRUCTURE Rio % S• NG Avian,".. i• FRpT NEN 7.• O.C. u VY ENKOIEN:S LI fVERTICAL JAN ATTACIl2NT rTl ! HU !SI cogr RIF ICLTI CVm .GLI a/r % 1' S7ARt11G G' ►ROI CVjS TNQI 21' OL (2 (/2' EPSE7iM1 NTL:1 SLE'Cvt AI(p10N ]/!' I e•a/1• STMTDb r FROM ENDS TNCv 21. OG (1 VI' CK.EDHENT) 11W/RANSET RCDIEAO <:RU-RO.i) a/R' % /• ST ATOG. i' FROI ENDS THEN N• 6:. (e VV [NREDNCNn ! Y f ,/LfT[[AL JA`s fiTKNMcov C-4 PLUM SlHPSO( :/•' % ±' TI W SCiCVS L M IAL Y f [NRC. WE PAWS or FAsl1aER5 (a• APART) AT IG' OC. ll 1/2' M.EDIE)m NILTI III' % 2-a/.• KVO( -CON U• SCREWS STARTING i' IRON fNDs. USE PAIRS OF rAS:OERS NY Avian At la• OC. O 1/41' 00EDKNA MATD(71EhT> 0t. IISr IASICNCRS FOR HILLOV C-" !LIDO TNM 2.' C h VI' -LAOS AND SOTS CAN If COUNTERSUK TO PROVIDE A FLUSH W"L%G SURFACE. -MREPARATICN Q MS WOOD JABY OTTERS COVCREIE HOLLaV WAC = St4tTYNE Sl.l[:l.R SIRIRTIIi S IICTRTIRC° I1—�1f b vel N H E-3/41 FUN 1-1/Y MINNW •' itr. �° 2• ICN OPTIONAL rdnZT PANEL INTEM314TE GLAZED SECTION (STRUT AND STILE LAYOUT) lalrr 39.1/9 r lo-vr To-s/e• SNOB PANEL GLAZUIG FASTENER STM - LONG PANEL GLAm FASTENER OCTA0. HIT S. NTS GAZING OPTION CROSS SECTION N(,aAp'� i°���IN aLVO-d2. B.S FGD:QLA �8 NEfTSSA`ME300- WADS yyforoi o"e WINDOW FRANC OPTIONAL Dara INSERTS {N uv PROTECTION WITH Uv PROTECTION 1tv LOWS +1127 ISI �W+IN Mae3/32' THICK SSB CLASS � I :TO!(� tom !l..lu'Rw4°ooT •` .ter[ MOLDED INSIDE E R H SECTION AVAILABLE TRACK 004110WAT10NS KIT4. MAX OM Ne mT SHFt41F.0.�� N(,aAp'� WADS H=I.I A:. PIE I:P•1°- 0 • F L s} ` cc" P SF {N +21.. -242 PY .: F :�.• M1' : C i 1tv LOWS +1127 ISI .• �. ^P : �'/� t:a S3 ':� :+•,(nib` •• +.�`�� g� -37.2 PW Na CAWVC CDPr VMW MODE. /630 OAK SUMIQ MODEL /600 SMTFORD MODEL /930 HEMAOL 1 Snort. Lona. 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'• n f�2::Q:f'�1 E[71t^I•E:irs: 1kYl:-1F1-u'3!lltl:tAi)• - iEll 'T o�`%�'rn Q'��8.'IL:]21 lFiIlE�E311:"2l �L e:ro ��`yr-�['i:•mzs-•:IZ.'�;12:L] �'Jt nrrQ:rtl[S':I �IC�_] �YJ EILI v �V� �IIL•1 L'-'>•[;SRRiP�[.LJ GIII��'I7 E'II1H711[7 ism --m , .. iF�:�� L`�`.r�i rn L,Ss:I �.ti �7 11121: -•...-T 1H)t EII1 �� �i ii'L'lEl-'�4L'liiilL Q31 L.�-->•F'.z.•rvt>r.; lSi'.'7 iIILSilC=7 r; i unr [: nrsc.l " falii�lzZ7 L'17 �.7ts"L>re3.rr. ® . ""�.� '�'� i �7'.-tt--r•nm.1i[:EJ YiiIi: !='L%���lIIllIIl STRUCTURAL SOLUTIONS, P.A. tructural EngIneer Ing • InvestlgatIons ■ ConsuItIng GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC -6016-120-15 Test Date: 11/8/2012 1 Project No.: 12-114 Design Pressures: +21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model #1600 Test Pressures: +32.7 psf, -37.2 psf Test Location: I Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5; Any Roof Slope. Enclosed Building Exp. B 30' MRN Exp. C. 15' MRH Exp. C, 25' MRA Exp. D, 15' MRH Exp. D, 25' MRH 155 mph 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16'-0" wide x 7-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 21" high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC -6016-120-15. Manner of Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, INC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door fust, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations* No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary A 16'-0"x7'-0" Model 600 as described on drawing IRC -6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC -6016-120-15: • 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) • 16' x 7' Model 650 doors (which have the "Oak Summit" embossment patter in the skin) Q���eteoeoo�� • Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" �4e'�S L. SI1rt • Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin E Ij • 8 short panel (18-1/8" x 10-5/8") or 4 long panel (38-1/8" x 10-5/8') windows (3/32" annealed ®e.ZU= �' �` ••'�!l� glass minimum - meets ASTM E1300-04) may be installed in 1 section r`:• No (iv ' cr` Submitted By: irk N .T CL a u cJSF a`Q stilee STRUCTURAL SOLUTIONS, P -A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue 0 Greensboro, North Carolina 27410 ■ (336) 856-2686 • Fax (336) 856-2687 • NC Firm #C-1096 f Florida Building Code Online F7676.9 Page I of 4 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 FOC Approval Date Approved A MI Windows and Doors 650 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger@mlwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 91 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 &'?TofessionalRegulation r FMRJO Depmmtd Bas Home I Log In I user RegistrationI Hot Topics ( Submit Surcharge I Slats 6 Facts I Publications I FlIC Stall I 50S Site Map I Links I Search I Bushes Professi Pia l Product Approval us1:R: Public user � Regulation �TJJLProduct Approval Menu > PmdpCt or Apoliratbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved "Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FOC Approval Date Approved A MI Windows and Doors 650 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger@mlwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 91 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Summary of Products r � Page 2 of 4 FL* Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/ -SO 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 Association Created by Independent Third Party: Created by Independent Third Party: Evaluation Reports Evaluation Reports Created by Independent Third Party: 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 Il 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 Rn 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 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 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evacuation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Created by Independent Third Party: Yes Verified By: American Architectural Manufacturers Evaluation Reports Association FL17676 R2 AE 5118498 1247.Ddf Created by Independent Third Party: Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC ADC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012478 10.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118498 1247.Ddf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013718 11.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5119885 1371.odf Created by Independent Third Party: Yes 17676.12 13S40 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 117676.13 13540 SH 152x72 Finless Frame Umits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FIS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes Page 4 of 4 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other. R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(127751A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rey.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 4802 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 10804.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: nadt 1 Next Contact Us :: 1940 North Monroe street. Tallahassee FL 32399 Plane, 850.487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, emall addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the ofllCe by phone or by traditional mall. If you have any questions, please contact 050.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensers licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for offkbl communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F S., please click 11=. Product Approval Accepts: Credit5AFE https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 (Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION E-A The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator orthe results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTED AAMAIWDMAICSA 101n.S2JA440-08 LC-PG40--914x2134 (36XB4)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH 7157 (PVC)(OIX)(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm Code: MTL ' (REINF)(TILT)(ASTM) (3'0" x 7'0") (2'10" x 2'11") 2 This Certification will expire July 27, 2020 (extended from July 27, 2015 per HAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: 81910.01-109-07 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP -04 (Rev. 1/11) Validated for Certification �' ai ted Laboratories, Inc. Authorized for Certification T� An eri Architectural Manufacturers Association 36' MAX. FRAME WIDTH Panel wfdlh (in) 773–P-557—Vo i 2 1 2 1 2 30.0 2 � I 36.0 ANCHORS TO BE ECUALLY SPACED. SEE ANCHOR CHART SHEET T FOR UNIT SIZE AND ANCI.OR CUANTITY 84" MAX. FRAME HEIGHT _j 4- a' MAX. 7— I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RATING +40.01-50.OPSF I NONE Number o/ anchors ulred of each jamb Height (in) Panel wfdlh (in) 773–P-557—Vo 24.0 2 1 2 1 2 30.0 2 1 2 1 2 36.0 3 1 3 1 3 42.0 3 1 3 1 3 48.0 3 1 3 1 3 54.0 3 3 4 60.0 4 4 4 66.0 4 4 4 72A 4 4 5 76.0 4 4 5 64.0 4 5 5 RC.,SgnS DESC-IMN I WrEI -"R?'_0 NOT:: -S. I) THE PRODUCT SHOWN HEF.EIN IS DESIGNED AND MNIUFACTUREO TO COMPLY 1YITH REOUIREIIENTS OF THE FLORIDA BUILDING CCDE, 2) WOOD FRAMING AND MAS014RY OPENING TO BE DESIGNED AND ANCHORED TO PROPERL( TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASCNR( OPENING IS THE RESPONS16ILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) TX BUCK OVER MASONPY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WIT -4 APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECOPO. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 5) FRAME MATERIAL: EXTRUDED RIGID F"+C. 5) SASH UNITS MUST BE REINFORCED WITS, GVL-451-020 STEEL REINFORCEMENT MEETING RAILS MIDST BE PONFORCED WITH RF -104S-02.7 STEEI. REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E13OO-04. 8) APPROVED IMPACT PROTECTI.E SYSTEM IS RF70UIRE FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) SHIM AS REOUIREC AT FACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM .:HERE SOACE OF 1/16' VR GREATER OCCURS. MA)0MUM ALLOWABLE SHIM STACK 10 BE 1/4". 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSIRATE vINH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 1 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREP: WITH SUFFICIE41 LENGTH TO ACHIEVE A 1 3/16' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION MAILS. AILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURERS INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH S31ZENG14S LESS THAPI TYE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOT) – MINIMUM SPFCIFIT: RAVITY OF G=0.0 B. CONCRETE – MINIMUM COMPRESS4c STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE I TCR GREATER). I TARLF OF CONIFNTS ' SHEET NO. DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 – 3 1 INSTALLATION DETAILS SIGNED: 10/21!2011 MI WINDOWS AND DOORSo ``��1tt11Tlrrr��� 650 GRANTZSTPAARKET STREET 703050370 �rJ\S�GEN,p'�9,p�i� F' s *'0 665'* = SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED -NDN-IMPACT 36" X Sa ELEVATION, ANCHORING LAYOUT AND NOTES _,o a _ AT OF• & -A %�'OFs DNZWN. V..a IMG NO. 08 eEv 501372 ¢ SCAU NTS 10/17/11 I OF 3 2f -SUCK/W001) FRAMING — \ BY OTHERS. 2Y SCK TO 3E PROPERLY SECURED \ FL440E TO BE SET IN BED OF APPROVED SEALANT EXTERIOR FLANGE TO BE - SCT IN BED 0r APPROVED SEALANT 1/4 MAY, J SHIM HEAP 10 BE SET IN A BED OF APPROVED CONSTRU:TiOTd SELA14T INTERIOR SILL TO BE $0, IN BED OF APPROVED CONSTBUCTIO14 �P?ESNE 1/4" MAX. F SHIM 2Y BUCK; . 2 D Fra}+1,TO VERTICAL CROSS SECTION BY OT FZOD { SUCK ED 2XSUCK4VOODFRAMING INSTALLATION B£ PRO E.Lr SE..URED REVIS01S I REV I cc_tRprtiw I caE I .wva,;*0 1 i /i5" MIN. 1/d" mAf EMBEDMENT Sf TIM I^ pS 1,4300 SCREW INTERIOR 2Y. EUCK/ .'00D FRAMIidG SY OTHERS. 2.k SUCK TO BE PRtPERLY SECURED / i EXTERIOR FLANGE TO BE SET IN °ED OF APPRCVEO SEALANT HORIZONTAL CROSS SECTION 2X SUCKrW000 FRAMING INSTALLATION NOTE: INTERIOR AND EXTERIOR FINISH, --S. BY OTHERS. NOT SHO^•N FOR CLARITY. MI WINDOWS AND DOORS \\011111111l// R• Lqy///i 650 WEST MARKET STREET `NZi 9�+/�� GRANTZ, PA 17030-0370 •�\GENSF a14ATP4 SERIES 3REI FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36'� % 84 DETAILS =:: �= �p INSTaLLATION OF CRATS; 0440G�?,� V.L. 08-01372 - //i s/ONAL `x /11111111110 sCAU NTS GIE 10/17/11 ISPEEr2 OF 3 h+,tSC IPY;"CONCRETE BY OTHEPS OPTIONAL I;. BU , -K EY � OTHERS. IN BL•CK TO BE DR0°ERIY SECURED SEE NOTE 3 SHEET 1 FLANGE TO CC SETIN UEo or APoROVEC SEALANT EXTERIOR FLJ•`l;;E TO BE SCU`! 6ED ^c aPPROr=D SEA A;IT OPTIONAL iX BUCK B( OIHERS, i)( BUCK 10 BE PROPERLY SECURED SEE NOTE 3 SHEET 1 1 f 1 SHIVA HEAD iO BE SET IN A BED -.:F APPPOVED CONSTRUCTION SEALANT INTERIOR - SILL TO CE SET IN BED OF APFRGVCD CONSTRUCTION ADHESIVE I/6- MAX. Sr ;%4 — MASONRY CONCRETE °• ,a I� 91 OTHE S VERTICAL CROSS SECTION MASONRY,00MCRETE INSTALLATION aR1a�i.5 01 a1 Fnl1w WE •-fWJrD I i -4' MIN. _L 1 _ 1/1„ F&Iv EM6EDaEur I SHiR1 l r VI TaPCON M SO`IR'(/Co,XRETE BY OTHERS INTERIOR r � v EDGE DIST. •Vi 1\ `'a I��� OPTIONAL IX BUCK BY — EXTERIOR OTHERS, IX BUCV TO 91 PROPERLY SECURED. SEE `- FLA`10E 10 BE NOTE 3 SHEET 1 SET lis 2-3 OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONAWOMCRETE INSTALLATION NOTE. INIERIOP. AND EXTERIOR, FIIIISHES, 8` OTHEP.S. NOT 5H DVI FOP. CLARIT(. MIWDOORS R II`IO��,� 650 MARKET ````J`5 GRANTZ, PA 17030-0370 `�••�\GEHs�;•s�� _ *• X051 1►: SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED -NON-IMPACT 36" K 84 INSTALLATION DETAILS , TAT Of %�'1`Fs:,lOR10t; ��` OPABf.. a� I,o. vr. 08-01372S-- //1111111�\`\`� SCALE N TS -tr 10/17/11 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rllomasQtrlomaspc.com Manufacturer: Ml 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 Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Suppordng Technical Documentation: 1. Approval document: drawing number 08-01372, titled Series 3540 Finless PVC Single Hung Window — Non - Impact. signed and sealed by Luis Roberto Lomas P.E. 2, Test report No.; 81910.01-10947, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVDMA/CSA 1101/I.S.21A440-05 Design pressure: ;40.10/-50.13psf Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: • Maximum design pressure: +40.0%50.0 psf • Maximum unit size: 36" x 84" • Units must be glazed per ASTM E 1300-04. • Frame and sash material: Extruded Rigid PVC. • Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. • This product is not rated to be used in the HVHZ, • This product is not impact resistant and requires impact protection in wind bome debris regions. Instal/adon: Units must be Installed in accordance with approval document, 08-01372. Cerd lcadon of Independence: Please note that 1 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 1,116 approval process of the listed product(s). 1 of 1 \\`\`�11R I I� 0// ••••Fly.4f Z Zr *� 0 51 1•° TAT 0 F *tZ '� . ..4 < 0" • . v � � •� • �1OR10P. ���� Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 NOTES• I THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF TIIE ARCIIITECT OR ENGINEER OF RECORD. 3. IX RACK OVER MASONRY/aINCRFTF IS OPTIONAL. 4. WHFRF SHIM OR RACK THICKNFSS IS IFSS THAN 1-1/7" WINDOW UNITS MOST BE ANCHORED THROUGH THF FRAMF 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 INSIALLARON SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GRCATER OCCURS MAXIMUM ALLOWAOLE SIIIM STACK 10 DE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FRAME. INTO WOOD FRAMING OR 2X BUCK USE 18 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. I DESCRIPTION 1 I NOTES 2 1 ELEVATIONS 3 - 7 1 INSTALLATION DETAILS 186" 03 1 NLVPAw+s I R& I DESOV10- I CAre I WPROVED 15 FOR ANCIIORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUDSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVAIIONS AND INSTALLATION DETAILS 16. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS OR SELF DRILLING SCREWS WITH SUFFICIENI LENGIH 10 ACHIEVE 3 IHREAUS MINIMUM BEYOND SIRULTUHL INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. ALL FASTENERS TO BE CORROSION RESISTANT 18. 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 CRAVIIY OF G=0.42 8 CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREAIER). 0. METAL STRUCTURE: STEEL 16GA (.C60" THICK), 33KSI OR ALUMINUM 6063-T5 .058" THICK MINIMUM 19. 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 20. THIS PRODUCT IS ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW. 3500PWCHS, 350OPWMULL, 3500SP. 3540PW. 3540PWMULL, 354OPWCHS. 3540SP. 358OPW, 358OPWMULL. 358OSP, S-350OPW, S-350OPWMULL, S-350OPWCHS, S-3500SP, S-354OPW. S-3540SP. S-3540PWCHS. 1255PW, 1255PWCHS. 1255PWMULL, 1280PW, 91051. 3500HPPW, 350OHPT'WMULL AND 3500HPSP. -4od-v- Q� i" M SIGNED: 02/1112016 DOORS M650 WINDOWESTS KED \STREET\\`J\5\IR .LOW, GRATZ, PA 17030-0370 ` V,•'\GENS ,d' 51 * = :40 SERIES 3500 PICTURE WINDOW 60" X 96" NON -IMPACT �"Q�` NOTES ��0, TAT OP i�'nF•(OR10'o' N oiuwn a4c No. aEv N.G. 08-028585 - OIVA 11�aG\�� aTE NTS 02/02/16 I OF 6 6- MAX }--i MAX FRAME HEIGHT — 60" MAX. FRAMF WIDTH -{II 2d.. MAX. O.C. I-- I ---j- 6" MAX SERIES 3500 PICTURE WINDOW EXTERIOR VIEW FINLESS 6 FLANGE INSTALLATION DESIGN PRESSURE RATING I IMPACT RATING +50.0PSF NONE NOTES: I. MAXIMUM 0.1.0.• 56" X 97." 2 (2) 1/4" X 1/2- WEEPSLOT AT 2 1/2" FROM END GLAZING CHANNEL 3. (2) I- X 1/8- WEEPSLOT AT 2 1/2" FROM EDGE OF SILL FACE SEE CHART yI FOR NUMBERS OF ANCHORS nonso"s I RCv I ncacnwlov I arc I AvvaWLo CHART # 1 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON -IMPACT ELEVATIONS N.C. f 08-02858 scat NTS o" 02/02/16 1 s"M2 OF 6 SIGNED: 02/11/2016 Number of anchor locations required Frome Framo width In) Height in 36.00 02.00 4&00 54.00 60.00 66.00 72.00 76.00 64.00 90.00 96.00 Head Jamb Head IJamb Head Jamb Head IJamb Head Jamb Head Jamb Hoad Jamb Head Jamb Head Jamb Head Jamb Head Jamb 20.00 2 2 2 2 2 4 2 4 2 4 2 5 2 5 30.00 3 2 3 2 2 3 2 4 2 4 2 2 2 5 2 36.00 2 2 3 2 3 2 3 2 3 2 4 2 4 2 4 2 4 2 5 2 5 2 4200. 2 3 3 3 3 3 3 3 3 J 4 d 3 4 3 4 3 5 3 5 3 I&00 2 3 3 3 3 3 3 4 3 4 3 4 3 4 3 S 3 5 3 54.00 2 3 3 3 3 3 3 3 3 4 3 4 4 4 3 5 3 60.00 2 3 3 3 3 3 3 3 3 3 4 4 3 4 3 3 3 5 3 66.00 2 4 3 4 4 3 4 3 4 4 4 4 4 4 4 5 4 72.00 2 4 3 4 3 4 3 4 3 4 4 d 4 4 d 4 76.00 2 4 4 4 4 4 4 4 4 64.00 2 4 3 4 3 4 3 4 3 5 4 1 5 90.00 3 5 5 5 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON -IMPACT ELEVATIONS N.C. f 08-02858 scat NTS o" 02/02/16 1 s"M2 OF 6 SIGNED: 02/11/2016 REVWONS 06dOPRON GATE I PPW40 EXTERIOR BACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS `— p8 WOOD SCREW EXTERIOR INTERIOR SILL TO RE SET I11-----++� 7/16" MIN IN A BED OF APPROVED SEALANT 5/8" MIN EDGE DISTANCE BACKER ROi SOVEI rHIM SPACE iSENLAN APPR N1 I I EDGE DISTANCE I STRUCTUI VERTICAL CROSS SECTION SCREWS 9Y OTHEI METAL STRUCTURE INSTALLATION METAL STRUCTURE �I BY OTHERS , ,,5 EXTERIOR VI�� do APPROVED SEALANT JAMB INSTALLATION DETAIL t b�4► JAMB 1 1/4" MIN. 1/4" MAX. WOOD FRAMING M650 WINDOWS D DOORS 1R I ICIQ MARKET \TREET\``J\5 1/4' MAX. EMBEDMENT SERIES 3500 PICTURE WINDOW SHIM SPACE OR 7-X BUCK BY OTHERS1 pO•• TAT OF 1/4" MIN METAL SHIM SPACE 08--02858 INTERIOR Ak EMBEDMENT STRUCTURE BY OTHERS7/16" MIN. APPROVEDlk EDGE DISTANCE SEALANT BACKER ROD do APPROVEDI/4' MAX. SEALANI SHIM SPACE #8 WOOD J8 SMS OR SCREW O SELF DRILLING SCREWS EXTERIOR BACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS `— p8 WOOD SCREW EXTERIOR INTERIOR SILL TO RE SET IN A BED OF APPROVED SEALANT 1/4" MAX BACKER ROi SOVEI rHIM SPACE iSENLAN APPR N1 —T MEI I STRUCTUI VERTICAL CROSS SECTION SCREWS 9Y OTHEI VERTICAL CROSS SECTION WOOD FRAMING 017 2X BUCK INSTALLATION NOTES. I INTERIOR AND CXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT EXTERIOR BACKER R00 & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE U " ' 1/4' MAX. 1 SHIM SPACE J-- RIOR 5/8" MIN. EDGE DISTANCE — #8 SMS OR k�NTE SELF DRILLING VERTICAL CROSS SECTION SCREWS METAL STRUCTURE INSTALLATION METAL STRUCTURE BY OTHERS , ,,5 EXTERIOR VI�� do APPROVED SEALANT JAMB INSTALLATION DETAIL t b�4► JAMB METAL STRUCTURE INSTALLA TION SIGNED: 02/11/2016 M650 WINDOWS D DOORS 1R I ICIQ MARKET \TREET\``J\5 GRATZ, PA 17030-0370 `�v••��GENSt.gil'�� SERIES 3500 PICTURE WINDOW *• 0 5 k= 6 X 96" NON—IMPACT FINLESS INSTALLATION DETAILS pO•• TAT OF • its,` RAW OwO NO 08--02858 wNTS aE 02/02/16 y�E3 OF 6 Ak EXTERIOR 3/16" TAPCON INTERIOR __ 2 1/2" MIN SILL TO BE SET COGC DISTANCE CONCRETE/MASONRY IN A BED OF BY OTHERS '• ° • ' + a 1 1/4" MIN. OPTIONAL IX BUCK • ' ° EMBEDMENT SEE NOTES 3 — 7 o_ _ SHEET I BACKER R00 t/4" MAX & APPROVED SEALANT SHIM SPACE EXTERIOR 3/16" TAPCON INTERIOR VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION K'As NS OCSCWllD- PATE I APPRMCO CONCRETE/MASONRY _ 1 1/4" MIN. BY OTHERS EMBEDMENT OPTIONAL IX BUCK 1/4 MAX. SEE NOTES 3 - 7 . SHIM SPACE SHEET I 3/16" TAPCON N� INTERIOR 2 1/2" _ MIN O EDGE c ' DISTANCE , • • BACKER ROO & APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES:1. RANO EXTERIOR F/NISHES, BYOTNERS, � /� ``// t'T,� i -b 8LA� NOT SHOWN FOR CLARI TY. �++ 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON—IMPACT FINLESS INSTALLATION DETAILS DRAWN. oWc No. N.G. 08-02858 soot NTS °`T` 02/02/16 4 OF 6 SIGNED: 02/11/2016 R 11LIDMq �,••��pENS�•�'�% 0'Q TAT4 OF jr s 1111 SILL TO BE SET — IN A BED OF BACKER R00 APPROVED SEALANT & APPROVED SEALANT o_ _ I/4" MAX OPTIONAL IX BUCK SHIM SPACE SEE NOTE 3 — 7 SHEET I CONCRETE/MASONRY BY OTHERS ^ n VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION K'As NS OCSCWllD- PATE I APPRMCO CONCRETE/MASONRY _ 1 1/4" MIN. BY OTHERS EMBEDMENT OPTIONAL IX BUCK 1/4 MAX. SEE NOTES 3 - 7 . SHIM SPACE SHEET I 3/16" TAPCON N� INTERIOR 2 1/2" _ MIN O EDGE c ' DISTANCE , • • BACKER ROO & APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES:1. RANO EXTERIOR F/NISHES, BYOTNERS, � /� ``// t'T,� i -b 8LA� NOT SHOWN FOR CLARI TY. �++ 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON—IMPACT FINLESS INSTALLATION DETAILS DRAWN. oWc No. N.G. 08-02858 soot NTS °`T` 02/02/16 4 OF 6 SIGNED: 02/11/2016 R 11LIDMq �,••��pENS�•�'�% 0'Q TAT4 OF jr s 1111 REVISWRS OESCRIMN 041E I MPROVEO EXTERIOR BACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS J8 WOOD 7/16' MIN SCREW 1. JAMB INSTALLATION DETAIL 5/8" MIN EDGE DISTANCE INTERIOR � its MWDOWS D DOORS SILL TO UE SET 650 EST MARKET EDGE DISTANCE GRATZ. PA 17030-0370 APPROVED SEALANT 1/4' MAI( BACKER ROD SHIM SPACE k APPROVED SEALANT FLANGE INSTALLATION DETAILS METAL—.- ETALT T STRUCTURE N.G.08-02858 I wIE NTS 02/02/16 5 OF 6 1 i/4" MIN. 1/4" MAX. NODU FRAMING 1/4 MAX' EMBEDMENT SHIM SPACE OR 2X BUCK BY OTHERS i 1/4' MIN METAL SHIM SPACE T— INTERIOR EMBEDMENT STRUCTURE BY OTHERS 7/16" MIN. EDGE DISTANCE o / APPROVED BACKER RODJ SLALANT & APPROVED 1/4' MAX SEALANT SHIM SPACE 18 WOOD JS SMS OR SCREW SELF DRILLING — SCREWS - EXTERIOR BACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS J8 WOOD 03 S APPROVED SEALANT 1�4 SCREW 1. JAMB INSTALLATION DETAIL EXTERIOR INTERIOR � its MWDOWS D DOORS SILL TO UE SET 650 EST MARKET IN A RED OF GRATZ. PA 17030-0370 APPROVED SEALANT 1/4' MAI( BACKER ROD SHIM SPACE k APPROVED SEALANT FLANGE INSTALLATION DETAILS METAL—.- ETALT T STRUCTURE N.G.08-02858 BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NUT SHOWN FUR CLAHII Y. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT 1/4" MAX SHIM SPACE EXTERIOR BACKER HOU k APPHOVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. rSHIM SPACE 5/8" MIN I INTERIOR EDGE DISTANCE 1 ¢8 SMS OR SELF DRILLING SCREWS METAL O STRUCTURE BY OTHERS BACKER ROD EXTERIOR 03 S APPROVED SEALANT 1�4 1. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION �? � SIGNED: 07Ji 1/2016 � its MWDOWS D DOORS 650 EST MARKET `\\\J\511�1 GRATZ. PA 17030-0370 SERIES 3500 PICTURE WINDOW z:*• 5 * r-60" X 96" NON—IMPACT AAT FLANGE INSTALLATION DETAILS 0' SOF �2 ORAWIC oWc NO. acv '�FS �[QRIOQ; N N.G.08-02858 wIE NTS 02/02/16 5 OF 6 _ 2 1/2• NIN __ 1 LUCL UISIANCC CONCRETE/MASONRY BY OTHERS , . a •" 1 1/4" MIN OPTIONAL IX BUCK ° CMBCDMCNT SLE NUIL'S 3 — 7 �\ SIICCT I �� i IJ � 1 a BACKER ROD & APPROVED 1/4" MAX. SEALANT SHIM SPACE EXTERIOR 3/16" TAPCON INTERIOR SILL TO BE SET BACKER ROD — IN A BCD OF & APPROVED APPROVED SEALANT SCALANI OPTIONAL 1X BUCK MAX HIM SEE NOTE 3 — 7 SHIM SPACE SHEET I CONCRETE/MASONRY 1-7 BY OTHERS ° .e VERTICAL CROSS SECTION COIVCRETEANASONRY INSTALLATION REVi5tON5 I REV OESERIPIgM I GME I Mf ROVED CONCRETE/MASONRY 1 1/4" MIN. BY OTHERS r EMBEDMENT OPTIONAL 1X BUCK . I 1/4 MAX' SEE NOTES 3 — 7 SHIM SPACE SHEET I �o 3/16" iAPCON INTERIOR a 2 1/2" MIN a . EDGE DISTANCE L BACKER ROD EXTERIOR & APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: (1 ^ I. INTERIOR AND EXTERIOR FINISHES, BYOTHEAS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO SE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON—IMPACT FLANGE INSTALLATION DETAILS mwm- orc Ro N.G. 1 08-02858 SV' NTS oMrE 02/02/16 1 SMEE16 OF 6 SIGNED: 02/11/2016 Florida Building Code Online 18504.2 Page I of 3 ' Business & Professional Regulation r SCIS Home I tog In I User Registration Hot TOPICS Submit surcharge I Stats 6 Facts ! Publications FOC Stan BQS Site Map Links search H2ida Product Approval r USER: Public User Product Approval Menu > ProAua or ADDlkatbn Scarth > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Li Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE -62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Cvi Validation Checklist - Hardcopy Received Certificate of Independence FLIB504 RO COI FL COI.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 2 of 3 Date Submitted 09/01/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 FL # Model, Number or Name Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum Span - 156-3/8", Impact Resistant up to Wind Zone 3 Installation Instructions FL18504 RO II M-1926 Horizontal 08-01455A.Ddf Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FLIBS04 RO AE 512079A.odf Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLISS04 RO II M-1926 Vertical 08-01445A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE -62514 Impact Resistant. Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FLISS04 RO AE 512069A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS504 RO II M-2285 Horizontal 08-01834A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120", Impact resistant up to Wind FL18504 RO AE 512521A.odf Zone 3. 1 Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2285 Vertical 08-01833A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512520A.Ddf Zone 3. 1 Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FLISS04 RO 11 M-2302 Horizontal OB-01456A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FL18504 RO AE 512080A.Ddf Wind Zone 3. 1 Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIBS04 RO II M-2302 Vertical 08-01447A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE S12071A.Ddf Zone 3. 1 Created by Independent Third Party: Yes Bads Neat Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EE0 employer. Cownaht 2007.2013 State of Fbrlda.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395 -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address H 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 https://floridabu ilding.orglprlpi_app_dtl.aspx?param=wGEVXQwtDgs9%2Plo2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Oepartmenl with an small address which can be made available to the public. To determine If you are It licensee under Chapter 455, i.5., please click b=. Product Approval Accepts: ®®O® Credit Card Sete https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 NOTES. 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIRELTENTS OF THE FLORIDA BUILDING CODE 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd -1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS R_GIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINOOYIS MUST BE APPROVED UNDER SEDARATE APLIROVAL. 61 SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS. INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN. MULLION MAY BE USED IN HONIZONIAL APPLICATIONS AS LONG AS DIMENSIONS INDICATEO HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT DESIGN PRESSURE TAELE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) OETERMINE TRIBUTARY WICTH AND MULLION SPAN BASED ON PRCDUCI TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLICN RATING MUST BE EOUAL OR GREATER THAN REQUIRED DESIGK PRESSURE OBTAINED IN STEP I. TRIBUTARY WIDTH a wI f W 2 REWSIONS REv I DESCMVIION MR �vaaavEO I A I REVISED INSTALLATION DETAILS 08/07/15 1 P. L ANCHORING NOTES, 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE J10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EOCE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL=ASTENERS TO BE CORROSION RESISTANT 4) INSTALLATION ANCHORS SHALL BE INSTALLED Irl• 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 C=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI, C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 r 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION ' NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES ORAW4. ovc w. V.L. 08-01445 sc.0 NTS aTE 01/11/121 S'T1 SIGNED: 08/07/2015 .-.`� 'moi ,�'•v�ENSF9s�� p0; STTAtTirE OF '��'SS��NA j0aG?\`` 107 3/8" COMBINED 'WIDTH -wl�r-vr2 FRAME HEIG-IT WINDOW WINDOW (VULLICN SPAN) 107 3/8' COMBINED WIDTH 107 3/8" T OMBINED WIDTH w1 -1r w2 T_ 83' 1 FRAME LIV HEIGHT WINDOW (MULLION SPA Wl --i F - fl2 107 3/8• COMBINCC WIDTH Oos/gn P-- rating (PSI Unlb anchored Into wood ftm/ng rWI -�r W2 2160 130.0 130.0 130.0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 49.63 83" / ( / WINDOW ` / FRAM= HEIGHT WINDO 84.00 621 45.0 33.1 28.1 28,3 WINDO (MULLION SPAN) f / f 1 / Wl --i F - fl2 107 3/8• COMBINCC WIDTH Oos/gn P-- rating (PSI Unlb anchored Into wood ftm/ng Mullion span gn) Tributary width pn) 1&1312&50 3800 4200 4&00R24749 2160 130.0 130.0 130.0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 6200 924 10.6 56.0 51.5 4&6 65.63 88.5 65.8 51.7 47.3 44.4 72.00 77.8 56.7 45.6 41.4 36.5 84.00 621 45.0 33.1 28.1 28,3 107 3/5" OM81NE0 WIDTH CH �WI -jr- W2 - as" L 1 FRAME W WINDOW HEIGHT (MULLION SPAN) / 107 3/8" COMBINED WIDTH W2 [ 83"WINDOW I FRAME HEIGHT (MULLION f f SPAN)IL w 1 -moi F- W2 107 3/8' COMBINED WIDTH RE ON$ QEV I t1E5CRIPTION N1EI -PPROVEo I REVISED INSTALLATION DETAILS 08/07/15 R.L. F_ 107 3/8" COMBINED WIDTH lwt w2 ! 83' J j WINDOW / FRAME HEIGHT WINDOJj WINDOW (MULLION SPA ` W 1 --I F-- W2 -j 107 3/8" COMBINED WIDTH �1 APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED F07 3V AS SHOWN HEREIN. Oaa/gn Pre -Ong COV7 Unita anchored Into maaonrylconaota Mullion Man an) Tributary width (in) 1&13 213013&00 4200 4&00 5213 2100 130.0 !30'2 130.0 130.0 130.0 130.0 37.36 130.0 130.0 130.0 130.0 130.0 130.0 19.87 130 0 130.0 130.0 130.0 130.0 130.0 6200 130.0 115.4 87.8 79.3 73.9 71.5 6&63 130.0 98.6 729 65.5 60.5 5&2 7200 99.3 72.4 54.0 4&1 44.0 420 6100 221 45.0 331 29.1 26.3 24.9 LARGEAND SMALL MISSILE IMPACT. LEVEL O, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS V.L. 1 08-01445 wLE NTS 0'E 01/11/12 1 5iE�'2 SIGNED: 08/07,'2015 ��v •v�G ENBF.giP 2 1/2" MIN I" MIN EDGE DISTANCE SEPARATION MASONRY/CONCRETE BY OTHERS A. 1 1/4' n MIN. EMSEDMENI t 1 1 _ J J II 1/4" TAPCON SECT5796 CLIP SECT M-1926 MULLION SECT5796 CLIP #10 WOOD SCREW l �I I 1 3/5' MIN. 1/2" MIN _ WOOD FRAMING/ ECCE DISTANCE 2x BUCK BY OTHERS VERTICAL CROSS SECTION MASONRYA;ONCRETE AND WOOD FRAMING INSTALLATION 3 3/4" 1" 3/5" 3/8 2" L 7/� I 2 7/8" z SECT5796 CLIP x 01/4" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5 125' THICK 3 3/4" - 2 1/4" - L_ 1' T— — 3/8" 7/5" 2x *1/4- 7/P,' 11/ I 11- 0 DESCMI'lorl are I OPRNE0 REVISED INSTALLAMON DETAILS 06/07/15 1 R.L. 3 1/4" 0-7 3 1/4- 4" SECT5796 CLIP MT000022 CLIP FOR WOOD FRAMING INSTALLATION 16GA 10637 GALVANIZED STEEL ALUMINUM 6063-T5.125' THICK I 2 3/4" SECT M-1926 MULLION ALUMINUM 6063-r5.125'THICK N/�IV-, .L. SECT5796 OR 1AT0000P CLIP i i SECT5795 OR PAT000022 CLIP CLIP INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS 0.c va 08-01445 °"E 01/11/12 1 S`'E`` 3 OF 3 SIGNED: 08/07/2015 it I IL D;tj7��� i CENSFq`P'��� ,.6126 *= � TTAtT(TE OF ; O. ... %0't tx a\�� L. Roberto Lomas P.E. 233 W Main St Danvillc, VA 24541 434-688-0609 tllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: W1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. • Maximum single window unit size: 52118"x84" • Window units attached to mullion must have their own separate approval. • This product is not rated to be used in the HVHZ. • This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. • Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence. Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 1 don't have nor will acquire a financial interest in any other enbly involved in the approval process of the listed product(s). 1of1 NN`� •�,�G E IV St••gcl'�'�_ *� 051 cc` p TAT 0 F ; '0Xe. ORb, ... • ♦� ,ss/4NAL1E?G`�� Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 f Florida Building Code Online So (� % + � r Page 1 of 2 rc•�r ei� RMA t)."(1JIIm Id SCIS Home I tag in I User Registration 1 Mot Topics I suanR surcharge I Slats a Fads ! Pubgotions I FaC Stan I SM Site Map I Links I Search I Busines//)ha Nal �ApprovalProfessi®SPumitUser Regulation Product auarwal Menu > Product or Aoeikalwn Starch t• eeeacatian List > ApVlicetion Wall FL A FL12019-R5 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) 884-0444 lyle.pestow@acyn-rnetals.com Authorized Signature Vivian Wright rickw@)rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE -43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan J. King, P.E. V, Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method 1 Option D https://www. fl oridabui ld i ng. org/pr/pr_app_dti . aspx?param=wGEV XQwtDquJ EQf8P6a6FJ... 7/20/2015 Florida Building Code Online Page 2 of 2 It Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products FL A Model, Number or Name Description 12019.1 'Triple 4" and "Quad 4" 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No FL12019 R5 II Inst 12019.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 RS AE Eva] 12019.1.odf specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation instructions. Bach Nc■t Q21A= :: 1940 North Monroe Street_ Tallahassee FL 32399 Phone: 85D-407.1824 The Slate of Florida is an AMEEO em Moyer. Comnahl 2007.1013 gated Florida.:: ::1� :: Refund Staternerill. Under Florida law, email addresses co are public records. If you do not want your e -mall address released in response to a puulk-romrils request, do not send electronic mad to this entity. Instead, contact the office by phone or try traditional mail. It you have any Oueslbns, please Contact 850.487.1395. 'Pursuant to SMIon 45S.275(1), Florida Statutes, effective October 1, 2012, Ikensets licensed under Chapter 45S. F.S. must provide the Department with an emall address If they have one. The emalls ProvWd may be used for official communkallon with the licensee. However emae addresses are public record. It you do not wish to supply a personal address, please Provide the Department with an email address which can be made available to the public. To determine It you are a Licensee under Chapter 455. F.S.. please cll* IIM. Product Approval Accepts: WMEME MEEMMM Crc tSFE' https://www.floridabui lding.org/prlpr_app_dtl .aspx?param=wGEV XQwtDquJEQfEP6a6FJ... 7/20/2015 AMERICAN CONSTRUCTION METALS 5140 West CQBon Street Tampa, FL 33634 "TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition 12014) Florida Bolding Code excluding the high Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as rated and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or 7 x 7 batten stops. S. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled acing to FBC Section 17101 TRIPLE 4 04 T,4012 (A1 i5 vwm Tf014 (.0154 WIM QUAD 4 Q4 0+012 (.011rMCq Q4014 L01SSiMCq FL -12019.1 TABU OF CONIEMS "WRIPRON T icol elevationsa general notes P Poneldetols soffit decals & design pressuresSoffit deto0s a design pressures Sotfit detals, design presswes a bil of nmWols TRIPLE 4 04 T,4012 (A1 i5 vwm Tf014 (.0154 WIM QUAD 4 Q4 0+012 (.011rMCq Q4014 L01SSiMCq FL -12019.1 SOFFIT AIR FLOW TABLE AIR FLOW AIR FIDW SOFFIT TYPE SOFFIT TAPE,, wane. neon .wa PesPt '4" COrT01wn MARROW 3.91 2.71% P,.ncia 11.74 8.16% wArrow 11.74 8.16% P; , eW 3.69 2.36% 1--r— 2.66% P -- AI55 4•b'ORoff I J6 F. 1�fASC(A 'r CHANNEL 2 1.51' I.25' ` D155 1 IL � f Q 3 Numtnum .OISI,R. r ,p311.R. Ar I AT.37 R u• ' R@ AND ENO MARS 12• COVERAGE n Id. cPIfCH 2519"-mAVAUIIt FOt lOVVM 6b R _. 69 (REF( 16"COVERAGE 4A10•PI(CH P 26? '�� KS) foe touvE4 1 1 .125 - �II 0 0 0 0 0 0 00000—T 0 0 0 00 --1 0000 n n n n n n LOUVER PAnRN (HILLSCALEI (LOUVERS FORMEo IN SAME olRrcnoHAs ILI9s( L 0390' J VIEW •A -A• 14 z SCALE( S b FOIL VEW • WIDE PATTERN louve.7 formed In tome 'reclbn Oe doo) S 125" Lao oaoaoao0 r-000000 1 0a000aaaa0Oa 0 0 0 0 0`-j LOUVER PATTERN (LOUVHLS FORMED IN SAME OWTION AS MSS1 I 1 VIEW'A-A*(4RSCALE) ' S 6 MUVEW • NARROWVEMPATMAN (leO.en formed in Fame dneel'un oa rBa) JK Z Ow: Fn JK a2 er LFS rL-12019 1 4. ROOF OVERHANG ROOF ALUMINUM FASOA TRIM VS CMU OR FFITM000 EEDEIAIL"A' FRAMED SEE DETAIL" B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL ($TIOwn W% hLwftm g amewa) SINGLE SPAN LENGTH 'A' DESIGN PRESSURE O'Sn POSITIVE NEGATIVE Lr +70.0 -141.0 10' +60.0 -60.0 1r +50.0 -50.0 14' +38.5 -38.S Ir +30.0 -30.0 NOTE: WOODFRAMWGANU WNNt(:IRJM IV tlt DESIGNED BY THE ARCHITECT OR MINEER OFRECORD DETAIL " B " F -Channel `sT11*uu A. SPAN ' A ' ROOF OVBLHANSPAN ' A ' ``��'•.ai' •�d�'- ROOF OVERHANG G G! o 7 60 ROOF ROOF' r �Z_ c ro FRAMING FRAMING ����� ALUMINUM ; -, u n •' FASCIA E g 8 Z v TRIM �� SOFFIT CMU OR `` SOFFIT CMU ORWOOD SEEDETAIL'C- FRAMED S(OETAIL`A' FR1aME0W SEE DETAIL' 0' SEE DETAIL' C' • SIDE VIEW - SINGLE SPAN w/3 -CHANNELS SIDE VIEW - SINGLE SPAN w/3 -CHANNEL (Sham wq vurAP ftv alltlleve (Snows W/ bvss/Trjff*q cantilever) TRIM NAIL ATTACHED THROUGH FASCIA ®16' O.C. MAX. STAPLES INSTALLED L9 ENDOFPANELAND F- 9.O.0DEFAIL . (SEEDETAIL'J-.SHEET511/VMAX. Fascia STAPLES INSTAUM Q 2e O.C. (INTO WOOD) — ON FCHANNEL LEG OR T -NAIL ® I T O.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 0 I r O.C. ONTO WOOD) — INFC ANNELSLOTORT-NAL0IrO.C. ONTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG, TRIM SOTFOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 2P O.C. INTO FRAMING MAX. O I"MAX STAPLES INSTALLED 017 O.C. (NO WOODI IN XHANNEL SLOT OR T -NAIL 0 l r O.C. DETAIL" D" J -Channel Fascia STAPLES MMM 01rO.C. (WTO WOOD) IN J{HANNEL SLOT OR T -NAIL 0 1 T O.C. (WTO WOOD OR MASONRY) STAPLES LOCATED \ 3 J 24"o.c. INTO FRAMING I - MAX DETAIL "C" J -Channel z w- On JK SUBSTRATE NOTES: CHIC. ON.. LFS 1. WOOD SUBSTRATE: G = 0.42 OR BETTER oR+ewo w.: 2 MASONRY SUBSTRATE 3,000 PSI CONCRETE (AO 3011 FL -12019.1 OR HOLLOW BLOCK (ASTM C90). S.M.-K-1 SPAN ' A ' ROOF OVERHANG ROOF FRAMING SPAN ^ A ROOF OVERHANG ' SEE NOTE 2 ROOF FRAMING ALUMINUM ALUMCIUM FASCIA FASCIA 9 TRIM / ` TRIM / / L-----_ L---- /SOF IT WOOD SOFFIT) / WOOD FRAMED FRAMED SEE DETAILE' J SEE DETAIL, F - SEE DETAIL' G' —J SEE DETAIL' E - SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/7 -CHANNEL (Shown w/ VurWram8g &Mft g) (Shown wl bus3lftar drg oveftm) STARES INSTALLED 9 END OF PANEL AND IT MAX. O.C. E DETAIL'J'. SHEET 5) . IffMAX. —" TRIM NAIL ATTACHED THROUGH FASCIA a 1 E O.C. MAX. NOTE: FOR SOUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL ...........j t 5 DETAIL" E" Fascia J I 3 F—I/B'MAX. DETAIL" F" F -Channel STAPLES INSTALLED 0 2P O.C. (WTO WOOD) ON FZHANHE L LEG OR INIAIL @ 17 O.C. ONTO WOOD OR MASONRY) CONNECTOR NOTE: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED �A�1 SY THE ARCNRECT OR ENG14EER OF RECORD 2.12d COMMON HAIL OR 3110 TIW TAPCON CONCRETE SCREW (NN.1.1/4- EMEEDMENT) ® 2E• ON CENTER SINGLE STAN LENGiN A' OESIGN PRESSURE (►SF) POSITIVE INEGATIVE v +70.0 -141.0 TO- +60.0 -60.0 Ir +50.0 -So.o 11• +39.5 -36.5 16` +30.0 •30.0 STAPLES LOCATED ZV O.C. INTO FRAMING STAPLES INSTALLED 0 170.C. (INTO WOOD) L .... •..... IN F1'HANNEL $LOT OR J T1UIl®IZO.C. L WOOD OR MASONRY) I A 5 1 I/9- MAX ;-- I' MAX SUBSTRATE NOTES: 1. WOOD SUMMATE: G=0.42OR BETTER DETAIL " G " 2. MASONRY SUBSTRATE: 3.000 PSI CONCRETE LACI 3011 OR HOLLOW BLOCK (ASTM 0901. J -Channel IR SAPLES INSTALLED 0 I7O.C. (INTO WOOD) IN !-CHANNEL SLOT OR T•NAIL 017 O.C. ONTO W000 OR MASONRY) BY. 4K t BY: LFS r —12018 1 a 4 or REM DESCRIMON MATERIAL I FASCIA .021 S' THK. AL 310.5 - HI 4 ALUMINUM 2 'J' CHANNEL.0155 THK. AL. 3105 - H24 ALUMINUM 3 'FCHANNEL.0155'THKAL.3104-H19 ALUMINUM 5 QUAD 4 PANEL .01150R.0135* THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.01) 5 0R .0135` THICK) AL 3105 ALUMINUM 7 R 15 x 1.3/4' TRIM NAIL S.S. 8 18" GA. X 1/P SS STAPLE / 7/8' MIN. EMB STS 9 7 X T BATTEN STRIP (G=A2OR BERRI WOOD 10 APA B -C. GROUP T EXT. 15/37 PLYWOOD OR BETTER WDOD 11 .097' DIAL. T -NAIL W 51W MIN. EMBEDMOM STEEL 12d X 3.1 /4' M.D. GALV. STEEL COMMON NAIL 0 24" O.C. w/ 13/4' MIN. EMB. 5 6 DETAIL " H " I X2 VBUICAL FRAMING (Gx0.42) ATTACH w/ 2-8d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES (WALLED 0 END OF PANEL AND Ir MAX O.C. (SEE DETAIL'J I 12d X 3.114" M.D. GALV. STEEL COMMON NAIL 0 24' O.C. w/ I-3/4' MIN. EMB, DETAIL"I" C. MAX MAIL "J" STAPLES INSTALLED 0 ENO OF PANEL AND T MAX.O.C. (SEE DETAIL -J ROOF CVERHANG SPAN ' A SEE DETAIL' A' J ' ` 17 --- (SHEET I(SHEET 3) SEE DETAIL' H THIN SPAN LENGTH w/CONRNUOUS BATTEN •A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE it" +70.0 -70.0 Ie' +66.5 -66.5 2Y +60.0 -60.0 22" +54.5 -54.5 24' +50.0 -50.0 FL- J 2019.7 +�Y• Y'%., ? � vun ]= (I N •� SEE DETAIL' B E v C O = m o v 9 c W (S1lEET 3) r mud SEE DETAIL' A' J ' ` 17 --- (SHEET I(SHEET 3) SEE DETAIL' H THIN SPAN LENGTH w/CONRNUOUS BATTEN •A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE it" +70.0 -70.0 Ie' +66.5 -66.5 2Y +60.0 -60.0 22" +54.5 -54.5 24' +50.0 -50.0 SPAN v -u µ SIDE VIEW - DOUBLE SPAN w/BATTEN (shown w/ hus9 ftrdng cantilever) SPAN " A " ROOF OVERHANG ' ( SEEDEWL'G' (SHEET 41 m ROOF FRAMING SEE NOTE 2 1 � I I \ 9 - / CMU OR W000 SffOETAII'1' 8 11 FRAHEO SEE DEUR A (SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN (Shown w/ hus/fmndm ovelwrg) =ALE. CONNECTOR NOTES: I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES:BY trwc' a J7C THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER oK o- Lf5 2.124 COMMON NAIL OR 3/16' (TW TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE 3JY10 PSI CONCRETE (ACI 301) (MBI. I.1 /4' EMBF.0MENn 0 24' ON CENTER OR HOLLOW BLOCK (ASTM CIO). FL- J 2019.7 RW R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Profcssional Engineers Ccnificeic of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls Soffits 5140 West Clifton Street "Triple 4" & "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method 1d of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or In any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL -12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL -12019.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawina No. Prepared by No. FL -12019.1 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Slaned & Sealed by Lyndon F. Schmidt, P.E. F. Schmidt, P.E. FL PE No. 43409 4/12015 N Florida Building Code Online `� Page I of 2 Business eg ram FJ%W ny(rnAVd aCiS Home I Log In I User Registration i Hot Topics I Submit Surcha ge I sats s Facts I publications I FOC Stan I acts site nap I Lints I Searcy, I Busines Professi ria) product Approval ®VSE•:"11c User ASTM D 3161 Regulation ,1b l Mmu > Product pr Awficallon Seardi> Aeetlegla list > Application Dealt ASTM D 7158 FL # FL16305-R4 1995 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 (770) 946-4571 mcollins@atiasrooring.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer • 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 12/31/2020 Validated By Locke Bowden 1-6 Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL13002.4 2014 FBC Product Evaluation Shinoles.DdF Referenced Standard and Year (of Standard) standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products Page 2 of 2 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1630S R4 11 ATL13002.4 2014 FBC Product Evaluation Approved for use outside HVHZ: Yes Shinoles.0df 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 FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shinoles.0df Created by Independent Third Party: Yes back Neat Contact Us :: 1980 North Monroe Street. Tallahassee rL 32399 done: 850.487.1024 The State of Florida Is an AA/EEO employer. Caftfloht 2007-2013 State of Florid:.: • Privacy Statement :: ar•essIbibly Statement :: Refund Statement Under Florida law, email addresses are pudic records. if you do at want your e-mail address released In response to a public records request, do not send electronic mad 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 Schon 455.275(1), Florida Statutes, effective October 1, 2012, bcensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emads, provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a Personal address, Please provide the Department with an emall address which can be made available to the public. To determine It you are a licensee under Chapter 455, FS., please did here . Product Approval Aompts: ®®® Creditr https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 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 C 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 Report No. Standard ear PRI Construction Materials Technologies (TST5878) ATL -079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -106-02.01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Constriction 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 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA35-02-01 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 1995 PRI Construction Materials Technologies (TST5878) ATL -144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -170-02-01 ASTM D 3462 2009 ATI -13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL -171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cul® 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. Prol-AMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Hampton & Meridian) architectural asphalt shingle with a dashed, lhennally-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 Ufetime w/Scotchgard stripes that complies with ASTM D 3462. (Dangerfield, Hampton & Meridian) StolmMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided 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. CREEK 0 TECHNICAL SERVICES, LLC INSTALLATION ATLAS ROOFING CORPORATION Asphalt Shingles GlassMasterilD 30 & Basic Wind Speed (V,ni): Max. 194 mph Tough -Master® 20 Basic Wind Speed (Vasd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 5 -inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installation (Non-HVHZ): Installed with 5 -inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. i.- W 4 Nails h1----------� 12" 4 518 Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) M. Nails 12" ■ ■ • ■ 518" �-12" 12"--+--12"--� Figure 2. GlassMaster® 30 8 Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (Von): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. 30x 4' Figure 3. Prol-AMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) .vn.,tw pr..�r.nyrrrorrn"r ((r �wnm Lf,rr I• T� / Figure 4. Pro -LAM'"" Architectural Shingle 6 Nail Pattern ATI -13002.4 FL 16305•R4 Page 4 of 9 This evaluation report is provided 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. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed MAO: StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. 7! M' %..1,11 1.•b.. a IR' 1' — rn C�C)0G7CDC =0u --D L--- Jew:C'ODUI — W O Ct O Co t=1 t=1 G If -1 1. 17-1 1-..)1._ �? C, C=! I--� r - C=3 1 .l Figure S. Pinnacle® Pristine and StorfnMaster@ Shake 4 Nail Pattern (Non-HVHZ only) T N' 4A IiW yyWY000111Y f1WW NI SOI Mn 77'IKW �o 00 0 0 0 0"FE-3.0 o 0 0 0 S o 0 0 0, 0 0 0 0 00 0 0 0 C:27 0 ,� 1 Figure 6. Pinnacle® Pristine and StormMasterOD Shake 6 Nail Pattern ATI -13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (VW,): Basic Wind Speed (Vaso): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or "6 Nail Pattern' detailed below. 1" rar � 8" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster6i Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vwr): Basic Wind Speed (Vero): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 3c -------------------------------------------------- 1. N 1ZM 1.1/J•.�y WNM r•- fO---F Y� 1• I o 0 0 Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vwt): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vesd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12 ga. 1-1/2" ring r shank nail i I I 1 Figure 10. Pro -Cut® Hip & Ridge ATI -13002.4 FL 16305-R4 Page 8 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not vmthin the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33 -ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. `III111111111 %% \\ W R. pq��,. �.��G E NS�. F�,J. No 74021 STATE OF ,s, f0NAi EC0��� CERTIFICATION OF INDEPENDENCE 2015.06.2 912:5 5:48 wrr...r.w• w -04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. ATL END OF REPORT FL 16305-R4 9019 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer sha0 notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Ft. 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 (770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK 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 Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL -079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Constriction Materials Technologies (TST5878) ATL -106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -109.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -116-02-01 ASTM D 3462 2009 PRI Constriction 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 20084 PRI Construction Materials Technologies (TST5878) ATL -132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -135-02-01 ASTM D 3462 2009 PRI Constriction 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 20084 PRI Construction Materials Technologies (TST5878) ATL -143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Constnidion Materials Technologies (TST5878) ATL -144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -170-02-01 ASTM D 3462 2009 ATI -13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles 0 TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL -171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -186.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterO30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Mastery 20 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, (Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a (Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, (Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated (Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. (Dangerfield, Hampton & Meridian) StormMasterO 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. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vut): Tough -Master® 20 Basic Wind Speed (Very): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5 -inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using •6 Nail Pattern* detailed below. Installed with 5 -inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. �.• 31V -� Nails 1 sr �+-12- 12' Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" • 1 5/w Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTO Architectural Basic Wind Speed (Vot): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattem' detailed below. Figure 3. Prol-AMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nall Pattern ATL13002.4 FL 16305-R4 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pinnacle® Pristine & Basic Wind Speed (Vut): Max. 194 mph StormMaster0 Shake Basic Wind Speed (Vwd): 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 ryp r �i rn 10 0 0 C= 17 0 r- ' 7 �� J l� LJ J O C w• t7T Figure S. Pinnacle® Pristine and StolmMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI -130D2.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. 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. construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installation (Non-HVHZ): Installed with 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. ryp r �i rn 10 0 0 C= 17 0 r- ' 7 �� J l� LJ J O C w• t7T Figure S. Pinnacle® Pristine and StolmMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI -130D2.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed Nut): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattem" detailed below. Figure 7. StormMaster8i Slate 4 Nail Pattern 41T L.J. I 9* Figure 8. StormMaster® Slate 6 Nail Pattern ATI -13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Ship Basic Wind Speed (V„ n): Basic Wind Speed (Vesd): Deck (HVHZ): wir • r Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements, Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21.12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. >< - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I Ir Il V.I-V?- ." 0-1 -Y sv fi r1 �r Figure 9. Pro -Cut® Starter Strip ATI -13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V,d,): 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. I 12 ga. 1-1/2" ring 1 i r shank Hall i � r• 1 12- VLlI I I Figure 10. Pro -Cut® Hip & Ridge ATI -13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles 0 TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B 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 manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 614320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ,Vkl F1 ,�N 11111 / " :`��G •�'�G E NSF• • No 74021 STATE OF O R %D..-* Nom`. SS/O N A �' ;,` `. 111111 CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 -04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. ATI -13002.4 END OF REPORT FL 18305-R4 9019 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. Florida Building Code Online Un6er `Q -S Page 1 of l I Regulation �L1.5Business & Professional 2�c�— r i sionam FW& DqWW(d SCIS Mom" I top In I Use, Reglstrallon i Hot Topics I Submit Surcharge ! Slats a Facts I Publications I Fac Stair I Bc1S Sue Map I Unks I Search I Busines Professif a) Product Approval ®USER: Public User Regulation s,w,n,w A"or"vat Menrr> > APPllutlor Ust' Search Criteria Code Version 2014 FLS 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 Search Results - appimaucina, Tvoe Manufacturer Validated By status FL15216-112 Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing (954) 772-6224 Subcategory: Underlayments Bran re :: Into Meith 14:,.rej,Stnwj Te ala: +e FL 32399 Phone, BS&M-1824 The State of Florida Is an AA/EEO employer. C_fiwt H t 2807_-2011 Stale of ner[da_.:: Privacy Statement :: Acencclblllly Statement :: Refund ,Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released in response to a public -records request. do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mesa. It you have any questions. Please Contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes. effeQlve October 1, 2012, Ikensees licensed under chapter 455, F.S. must provide the Department with an email address g they have one. The ematls ica provided may be used for official communtion with the licensee. However email addresses are public record. It you do not wish to Supply a personal address, phim provide the Department with an emall address whkh an be made available to the public. To Ottermin" If YOU aro a IICanSee under Chapter 45S, F.S.• please dick ]IM. Product Approval Accepts: W tis• ESE Crcd t!fAWE https://www.tloridabuilding.org/pr/pr�_app_lst.aspx 7/20/2015 0 Florida Building Code Online Page 1 of 2 Business & Professional Regulation rc�r fl0 & DePMMd acts Mune I lop In I use. Replstratbn I MOI TOPICS I Subndl suncharpe I Sian S Facts I Publications I FOC Sian I BGS Site MaP I UM4 I search I Busines Professi m ®Product Approval USER. Public User Regulation > Pmdua ar Aadltetlon Search > Aueiireta,n Lkt r Application Oelbll FL M FLIS216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 (551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 (778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer !.I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE -59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE ;i Validation Checklist - Hardcopy Received Certificate of Independence F].15216 R2 Col 2015 01 COJ Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products Page 2 of 2 FL V Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underiayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R2 li 2015 04 FINAL ER INTERWRAP RHINOROOF -FI 15216 - Approved for use outside HVHZ: Yes Mod Impact Resistant: N/A Verified By: Robert Nieminen PE -59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FI15116 R2 AE 2015 04 FINAL ER INTERWiLAP RHINOROOF FL15216- R2.odf Created by Independent Third Party: Yes ® NMt Contact us :: 1940'NnM atnnree c_ereet Tallahassee FL 32399 Plane: e5414117.1824 The State or Florida Is an WHO employer. C rte A 2007.2013 SM& of FOalda..:: :: :: Refund g_tement Under Florida law, ernali addresses are Public records. If you do riot want your a -mail address released In response to a publk-records request, do not send electronic mall to this entity. instead, contact the ollke by phone or by tra011lanal mall. If you have any questions. please contact 050.487.1395. rMpsWM to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under chapter 455. F.S. must provide the Department with an *MW address If they have one. The email provided may be used for oRldal gpnrnunl®Uoo with the kensee. Ibwever ernall addresses are public record. If you do not wish to supply a personal address, Please provide the DepoNiant with an 6Y*l address which can b0•made available to the public To determine if you are a licensee under ChNW 45S. F.S., pit= dick Wit, Product Approval Accepts: ®®®■ Credit 7rr1 __SAFE haps://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 rTRINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 614320-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED CoMPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 ••�;�tp % w : J: r Thafatalmleeul;ppeerin` was unhorbed by Robert N4mNen, t .,,, f�js.7N �l ttt••1 P.E. on 04/27/2075. TMs does not saw as an Naerordeally signed dminent. Signed, meted hardcoples have been transmined to the Product Approval Admhistntor and to the named dteM CEFmncAflON OF INDEPENDENCE: 1. TrinitvlERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. �IT- RINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Prooertles Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.9.5 on Heating 1507.2.3,1507.59,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Referenc Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395000.006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment Is available in 42 -inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop Rhinoltoof Underlayments are follows: TABLE 1: ROOF COVER Ovnc)Ns Asphalt Wood Shakes Slate or Underlayment Nail On The Foam -On Tile Wood Shingles I I I g, Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate o/Authorizotlon #5503 F1/27/2015 Revision 2: 04/27/2015 Page 2 of 3 ��TRINITYJERD 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. §.4 RhlnoRoof U20- 6.4.1 Fasteners: For exposure S 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6 -Inches and side (horizontal) laps shall be minimum 4 -inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure:S 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver. 2:12 < Roof Slope <4:12: End (vertical) laps shall be minimum 12 -inches and side (horizontal) laps shall be minimum half -sheet -width plus 1 -inch. Double layer application; begin by fastening a half -width plus 1 -inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1 -inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 - END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140530.02.12-R2 Certificote ojAuthorirotlon #9503 FL3S216-R2 Revision 2: 04/27/2035 Page 3 of 3 QOTRINITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL35216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5 1 Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 t.a S � t 'M1�ltas� = ~ e` �•' •J��rr�h1„LrsJ••' • The fuslmge seal appeaft was authorized by Robert hileminen, P.E. on 04/27/2015. This does not serve as an etectrw1w9i stoned document. Stoned, seated hardcoplas have been transmitted to the Product Approval Admu"rator and to the named dient CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. r,� \I TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: TABLE 1: ROOF COVER 0Pr1ONs Underlayment Section Properties Standard Year 1507.2.3, 1507.5.3, 71507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, No Yes Yes Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395CO"06 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST15D9) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42 -inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12 -R2 Certificate of Authorizotion #9503 FL1521&R2 Revision Z. 04/27/2015 Page 2 of 3 TABLE 1: ROOF COVER 0Pr1ONs Underlayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles & Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12 -R2 Certificate of Authorizotion #9503 FL1521&R2 Revision Z. 04/27/2015 Page 2 of 3 rTRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof $love > 4:12: End (vertical) laps shall be minimum 6 -inches and side (horizontal) laps shall be minimum 4 -inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double laver. 2.12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12 -inches and side (horizontal) laps shall be minimum half -sheet -width plus 1 -inch. Double layer application; begin by fastening a half -width plus 1 -inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1 -inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 - END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 CertiJlcote of Authorization x19503 FUS216R2 Revision 2:04/Z7/2025 Page 3 of 3 02/1112015 19:41 ffAIA P.0021004 MIAMI-DADE COUNTY MI® PRODUCT CON'T'ROL SECTION 0 11805 SW 26 Street, froom 204 DBPARTMEM OF REGULATORY AND ECONOMIC RBSOURCIiS (RSR) Miami, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (746)315-2590 F (786) 313.2599 NOTICE OF ACCEPTANCE (NOA) W"Alamidodo.aov/scnomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other area whore allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in area other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls to perform in the accepted manner, the manufacturer will Incur the expense of such testing and the AHJ may immediately revoke. modify, or suspend the use of such product or material within their jurisdiction. REX reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. bESCRIOMON: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo` city. state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted heroin. RENEWAL of this NOA shall be considered ager a renewal application has been Med and there has been no change in the applicable building code negatively affecting the performance of this product. T$RM94ATION of this NOA will occur after the expiration date or if there has been a revision or change in the materiels, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Colllaoo,R.A. 4 .600-t-_9 NOA No.: 13-0814.08 Expiration Date. 04/15/19 Approval Date: 0143/14 Page 1 of 3 0211112015 13:42 ffA ) P.0031004 ROOFING A3SEMHLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR Umien BY APPLICANT: Manufactured by Teat Product ADalicant Dimeastoae Saadfleatfous DeseriDtlon weather Vent Vent: 4- K" x 19"x 46" TAS 100 Galvanized metal roof vent Deck FWV: 24"X 52' - — Thickrow: 0.0217 inch. MAmucrumG LOCATION 1. Jacksonville, FL EVIDENCE SUBmrrm Test Agency Too Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM -002-02-01 08/14/03 ICC4ES AC 132 SEM -027. YMI 01/07/14 APPROVED ApPLICATIONs: Deck Type: wood Deck DeteripUw: '1/33" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3K" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the roar slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-Y4" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use s minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0914.08 Expiration Dat*. 04115/19 Approval Date: 0123/14 Pop 2 o(3 I 02/1112015 13:43 ffo P.004/004 LuwffAnow 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturers current published application instructions and the requirement!: set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 fat. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shell bear the imprint or identifiable marking of the manufacturer's name or logo. city, state. and fbilowing statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF TMS ACCEPTANCE NOA No.: 13.0814.08 Expiration Date: 04113/19 Approval Date: MUM Page 3 of 3 Florida Building Code Online Page 1 of 3 PaddlilD.Tnivrils BaS Moore I Log to I user Repiftratipn ! Met Topics I SuEmlt Surcharge I slats a Facts i Put llotlors I Fee Slag I aCiS Site Map I Links I Search I Busines�, ® Professi real product Approval USER: vueuc user Regulation Product Approval Nell > Product er ApWKAtlep Search > AoWicatlon U,t > Application Detail FL # FL2197-RS Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 (314) 851-7480 Ext 7480 dwert®mll.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 (314) 851-7480 dwert®mii.com Quality Assurance Representative David Wert Address/Phone/Finail 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 (314) 851-7480 dwertOnill.corn Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of independence FL2197 R5 COI Certificate of independence for Evaluation.odF Referenced Standard and year (of Standard) Standard YM ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgvrTExD/o2bbkf... 7/20/2015 Florida Building Code Online Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products Page 2 of 3 FL 7t I Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2297 RS 11 Ins- 'ESR -1988 Aori12011.udr Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC -ES ESR -1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.2 Mll 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallationESR-1311 Noy2011.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC -ES ESR -1311 Supplemental FL2j97. a$ AE E5R-1311.odf for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A 02197 RS II InstallatiDnFSR- 1988 Aor112011.odf' Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other- Can use HVHZ per ICC -ES ESR -1988 Supplemental FL2197 R5 AE ESR-1988.odf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS H lnstallationESR-1988 AoriI2011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant. N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC -ES ESR -1988 Supplemental Q,�197 RS AE ESR-1988.odf for the Florida Building Code 2197.5 IMT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallationESR-1311 Mw2011,odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC -ES ESR -1311 Supplemental Evaluation Reports FL2197 RS AE ESR-1311.Ddf for the Florida Building Code. caw man Contact Us :: 11"0 North Monroe a r_ TaLhelsee Il 1)100 Pilon: ti50.497-1R24 The State of Florida Is an AalEEO employer. rwayriaht 2007-2023 State of Florida.:: PrrvjKy Statement :: Accessibility Statement :; Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, pease cos Ct ESO.487.1395. -Pursuant to Section 455. 2750). Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address II they h=ave The emalls provided may be used for official communication with the licensee. However email addresses are public record. Ir you do not wish to supply a personal address, please Provide the Depart nem with an email address which can be made available to the public. To determine it you are a licensee under Chapter 455. F.S., please dick p=. Product ApppmvelAccepts: N M https://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Cre ',":Ar E Page 3 of 3 https://www.floridabuilding.org/pr/pr app_411.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC -ES ESR -1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSIITPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. Excerpt from ICC -ES ESR -1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC c PMG LISTED Look for the trusted marks of Conformityl "2014 Recipient of Prestigious Western Stotes Seismic Policy Council (WSSPQ Award in Excellence" El A Subsidiary of tpWlplpwC ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report, or as to any product covered by the report. o"�v+� Copyright © 2015 ICC -ES Evaluation Report ESR -1311 Reissued June 2015 This report is subject to renewal June 2017. vaww.icc-es.orsl 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009, 2006 International Building Codes (IBC) • 2012, 2009, 2006 International Residential Codes (IRC) ■ 2013 Abu Dhabi International Building Code (ADIBC)t 'The ADIBC is based on the 2009 IBC. 2008 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 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 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 Inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, Mil 20 HS, and MT20HS'm: Models M-20 HS, MII 20 HS, and MT20HST14 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4 -inch -by -l -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse oenteriines 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 -GS Evaluation Reports are not to be construed as representing aesthetics or any ocher attributes not speclt0cally addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendunon for Its use. 7en is no warmnly by !CC Eswhmuon Service- UC. express or implied. us to any finding or other matter in this report, or as to any product covered by the report Copyright 0 2015 ``0 Page ;'of 6 ESR -1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 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. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of -metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC -ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 6.6 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed °M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR -1311). ESR -1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE Pounds/inch/Pair of Connector I Plates Efficiency M-16 AND MII 16 Tension values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 0.48 841 0.52 M-20 and Mil 20 Douglas fir-4arch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 0.55 645 0.45 M-20 HS, MI120 HS and MT20HS Shear @ 1200 0.48 Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/ire = 6.9 kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load. wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MI120HS AND MT20HS Efficiency Poundsllnch/Pair Efficiency of Connector Plates Pounds/inch/Pair of Connector I Plates Efficiency Poundsllnch/Psir of Connector Plates Tension values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1505 Tension ® 909 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI -1 with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joine Tension ® 00 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear ® 30° 0.61 1173 0.63 738 0.61 1085 Shear ® 600 0.73 1402 0.79 936 0.67 1184 Shear ® 901 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ®150° 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. =Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 I Most Widely Accepted and Trusted Page 4 of 5 0 3W o Iso o 42r° a4mm 4LImm +oemm H 11 H a0000000aa 0 0 � 00000 o o o ooao ��0000a0000 ooaoo %WIN i M-161 M1116 0125' 0 250" 0125• 0369, 37nul, 6 m 32mm 93mm 000000000000 000000000000 000000000000 1.00000000000 000000000000 000000000000 IMDIH M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR -1311 1 Most Widely Accepted and Trusted Page 5 of 5 0.1w 0.260 05W 0 369r 32mm 61mm 127mm 93mm t 000 A 000 goo Doo DDD D D 0 � 000000 J --r-DOO 000 ODO ODD 000 000 ODD 000 ODD - M -20 HSI MII 20 HSI MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC -ES Evaluation Report ESR -1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, M11 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS1v 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS",', described in master report ESR -1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. !CC -GS Evaluation Heporis arc not to be construed as representing aesthetics or any other attributes not spcnfically addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendation for Its use. There is no %varrunty by ICC F -valuation Service. 11C, express or mgsi¢d as to anyftndmg or other matter in this report, or as to any product covered by the report al r. CopyrightO 2015 Page 7 of 1 ICC -ES Evaluation Report ESR -1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, MII 16, M-20, Mil 20, 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: ■ 2014 and 2010 Florida Building Code—Building ■ 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM, 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 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC.ES L• valuation Repuris are not to be construed us representing aesthetics or oily other attributes not spec fically addressed, nor are they to be construed ?I�j as on endorsement of the subject of the report or a recoannendation for Its use. There is no trarran& by ICC Evaluation Service, LLC, express or looted, as lii�ii3\I 40 to city finding or other nwtter in this report. or as to any product covered by the report. 9104 S Copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, M11 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC , , ICC ICC PMG LISTED Look for the trusted marks of Conformityl "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" NEW A Subsidiary of iuroo��oaOnuNar ICC -E'S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not °Ccs e"" specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 ICC -ES Evaluation Report ESR -1311 Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.ora 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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI $3017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeko TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009, 2006 International Building Code® (IBC) ■ 2012, 2009, 2006 International Residential Codeo (IRC) ■ 2013 Abu Dhabi Intemational Building Code (ADIBC)t 'The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MI1 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeko M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 Inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to Its point. See Figure 1 of this report for details. 3.3 MiTekm M-20 HS, Mil 20 HS, and MT20HS'"': Models M-20 HS, MII 20 HS, and MT20HS" A metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 Inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC.s F.voluat)on Reports are not to be comtrued as representing aesthetics or any other attributes not specifically uddressed, nor are they to be construed as unendorsement of rhe subject ojthe report or u recummerdavon for as use. There is no warranty by ICC h roluation Service. I.GC, express or Implied, as fiiF1L' to anyfinding riding or ocher mover in this report, or av to any product covered by she report uiiwu G Copyright O 2015 Page 1 of 5 ESR -1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC -ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 6.5 All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI) TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative4reated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida, Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI1TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR -1311). ESR -1311 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 AA EA AE EE Efficiency I Pounds/inchtPair of Connector I Plates M-16 AND Mll 16 PoundsllnchlPair of Connector I Plates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 1716 Tension @ 90° M-20 and Mil 20 849 0.48 841 Douglas fir-4arch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 0.73 1402 M-20 HS, MII 20 HS and MT20HS 936 0.67 Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: I Iblin= = 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 FA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE - Plate perpendicular to load, wood grain perpendicular to load 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundslinch/Pair of Connector Plates Efficiency I Pounds/inchtPair of Connector I Plates Efficiency PoundsllnchlPair of Connector I Plates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPI -1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint= Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 90° 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm. !inch = 25.4 mm. NOTES: 'Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 I Most Widely Accepted and Trusted Page 4 of 6 03W 0180' 0.42r d4MM 41mm 108mm 1 1 t M-16, M1116 0125- 02W 0125` 0 385' 32Inm 04min 32mm8�+ A I�--I} Ij}' 000000000000 000000000000 -:t:0O0O0O0O0D0o � r- 000000000000 000000000000 000000000000 M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR -1311 I Most Widely Accepted and Trusted Page 6 of 6 0.12V 02W 05W ow 32mm 84rnm 127mm 9'33mmm _.lel-j } --� ---�- �+ , [goo 00o 00o J t:r-oDo oOo 00o 000 000 000 000 000 %MUM M-20 HS, MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC -ES Evaluation Report ESR -1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.orst 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HS'" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, M11 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HS'", described in master report ESR -1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC -FS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spectfcally addressed, nor are they to be construed g� as an endorsement of the subject ofthe report or o recommendation for its use. Then is no warranty by ICC Evaluation Service, W.C. express or implied as Ei�a��1 `= to any finding or other nuttier In this report. or at to any product covered by the repos. auwii Copyright 0 2015 Page 1 of 1 ICC -ES Evaluation Report ESR -1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek°TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSTO 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, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2014 and 2010 Florida Building Code—Building ■ 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm, 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 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code° (IBC) provisions noted In the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -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 quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC -ES Evo/uuaon Reports arenas to be construed as representing aesthetics or any ocher aaributes not sprci lcally addressed, nor are they lobe consttved as an endorsement ojtbe subject ajthe report or a recommendauonJor its use. There h no warranty by /CC Evoluanon Service, LLC, expects or Implied as to airy finding or other matter to this report, or as to any product covered by the report fieri �_ Copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-161 MII 16, M-20, MII 201 M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC C PMG LISTED Look for the trusted marks of Conformityl "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" A Subsidiary of uNpr ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not � "`w �" specifically addressed, nor are they to be construed as an endorsement of the subject of the report ora recommendation for its use. There is no warranty by /CC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. MOO�',� . Copyright © 2015 IMES Evaluation Report ESR -1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orla 1 (800) 423-0587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009, 2006 Intemational Building Code° (IBC) ■ 2012, 2009, 2006 Intemational Residential Code® (IRC) ■ 2013 Abu Dhabi Intemational Building Code (ADIBC)1 'The ADIBC Is based on the 2009 IBC. 2009 ISC code sections referenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITekm M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTO: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC -FS F_voluarion Reports are nor to be construed as representing aesthetics or any other onribuW nor speNjrcally oddre sed. nor are they to be construed am I as an endorsement of the subject of the report or a recommendation fort is use. There is no,vorronty by ICC h7voluation Service, LLC. express or implied as to arty finding or other matter in this report, or as to any product covered by the report Qi6nT- Copyright 0 2015 Page 1 Of; ESR -1311 1 Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC -ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 6.6 6.7 5.8 6.0 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR -1311). ESR -1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'tPLATE) LUMBER SPECIES SG AA EA AE EE Efficiency Pounds/InclUPalr EHiclency of Connector Plates M-16 AND Mil 16 Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 0.48 841 0.52 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 0.55 645 0.45 M-20 HS, Mil 20 HS and MT20HS Shear @ 1200 0.48 Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/ln' = 6.9 kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both laces 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 gram parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to toad, wood grain perpendicular to load EE - Plate perpendicular to load, wood grain perpendicular to load 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/lnch/Pair of Connector Plates Efficiency Pounds/InclUPalr EHiclency of Connector Plates Pounds/inch/Pelr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension ® 0° 0.70 2012 0.50 880 0.59 1.505 Tension ® 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI -1 with a Deviation (see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joine Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear values Shear ® 09 0.54 1041 0.49 574 0.43 761 Shear ® 30' 0.61 1173 0.63 738 0.61 1085 Shear ® 60' 0.73 1402 0.79 936 0.67 1184 Shear ® 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ® 1500 0.35 672 1 0.46 544 0.3 537 For SI: 1 Winch = 0.175 N/mm, linch = 25.4 mm. NOTES: 'Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 I Most Widely Accepted and Trusted Page 4 of 5 03w, 0 l 6 4 mm 4 1 mn 0D000 a000 0000a a°o°o°o°a 000a � L 000000000 ooaoo 1 � � It M-169 M1116 0 125• 0 250' 0.125` 321nrn e41nm 32mn 00000p00Op 0000000000 gODOOOgOOOO � �� Oo0a0o00000 00000000000 = 00000000000 t 0.42r 100_a._njun 1 1 O 36Y 9�3'mm I M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR -1311 1 Most Widely Accepted and Trusted Page 6 of 6 0126- 0.28(' 0.900' 0 38P 3.2mm 61mm 127mm 93#me 000 000 Doo � �~ g0 - D DD0O goo 'Do 000 000 000 Doo � �~ g0 - D DD0O DO � 0 1:000 000 Ono J - — 000 DOO 000 goo ODD 000 wurH M-20 HS/ MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC -ES Evaluation Report ESR -1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mll.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS' 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the wee truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS. and MT20HSTM, described in master report ESR -1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16.16A. '17,17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC -ES Evaluotion Reports are not to be construed as representing aesthetics or any other attributes nor specifically uddressed, nor are they to be construed as an endorsement of the subject of the report or o recommendation for its use. 77ure is no ,rarrunty by ICC Evaluation Service. Id C. express or Implied as to mry finding or other matter in this report, or as to any product covered by the report Copyright 0 2015 Page 1 of 1 ICC -ES Evaluation Report ESR -1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTU 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, Mil 20, 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: ■ 2014 and 2010 Florida Building Code—Building ■ 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSY", 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 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC•ES Evaluation Repora are not to be corutrued as representing aesthetics or any other anributes nm specifically addressed, nor are they it) he construed as an endorsement of the subject of the report or a reeommendauon for its use. Mrs: is no rvarrunty by ICC Evaluation Senesce, LIZ. express or impfird as to onyfbdtng or other matter In this report, or at to any product covered by the repos. Copyright 0 2015 Page 11 of 1 P01- do 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSrm ICC ICC ICC c c"i PMG � �LISTED Look for the trusted marks of Conformity "2014 Recipient of Prestigious Western States Seismic Policy Council ( 9MM (WSSPQ Award in Excellence" A Subsidiary of C0oE OUNGr ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not f0w,u specifically addressed, nor are they to he construed as an endorsement of the subject of file report or a G recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report., • Copyright © 2015 ICC -ES Evaluation Report ESR -1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 4344200 www.mii.com EVALUATION SUBJECT: MlTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST'- 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009, 2006 International Building Code* (IBC) a 2012, 2009, 2006 International Residential Code* (IRC) • 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this teport are the some sections In the ADISC. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1//4 -inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MlTeke M-20 and MI120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is fonned with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, M1120 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC -FS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spcclfically addressed. nor are they to be construed as an endorsement of the subject ofths report or a recommendation for its use. There h nn warranty by /CC Evaluation Service. U.C, express or implied. as to any finding or other matter in this report or as to any product covered by the report Copyright O 2015 Pagel w 6 ESR -1311 I Most Widely Accepted and Trusfed Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC -ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govem. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. 6.4 The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed -M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR -1311).' ESR -1311 1 Most Widely Accepted and Trusted Page 3 of b TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE Pounds/Inch/Pair of Connector I Plates Efficiency M-16 AND Mil 16 Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 0.48 841 0.52 M-20 and Nil 20 Douglas fir larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 0.55 645 0.45 M-20 HS, MIS 20 HS and MT20HS Shear @ 1200 0.48 Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lblrn' = 6.9 kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. 'AA = Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers. or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND MII 20 M-20 HS, M1120HS AND MT20HS Efficiency Pounds/inchiPair Efficiency of Connector Plates Pounds/Inch/Pair of Connector I Plates Efficiency Poundslinch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI -1 with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joinl' Tension @ 01 0.68 1945 0.62 1091 0.67 1716 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 @ 30' 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 606 Shear @ 150° 0.35 672 0.46 544 0.3 537 For Sk 1 Ib✓inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 I Most Widely Accepted and Trusted Page 4 of 6 0337 01a7 o12r a4mon 41���m,jjm 1}oommm H 11 I I a-ooao ooao 00000 0000 C, V -E 000000aoo M-169 M1116 O 125' 0 257 0125' 0 30V 32mm 04min 32min 93mm At H. 0009000000DO 000000000000 000000000000 W J 000000000000 000000000000 000000000000 M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR -1311 I Most Widely Accepted and Trusted Page S of 5 0125' 0.250' 0.500' 0 ser 32}}m##m 64mm 127mm 93mm 00 000 000 00 000 000 000 000 000 t 7: 000 000 000 o0o uoa opo ;T—U0O 0n0 0D0 WDTH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC -ES Evaluation Report ESR -1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o ( (800) 423-6587 ( (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MITee TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS1' 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MTeke truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST", described in master report ESR -1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codes' provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICGFC rratuanon Repom are nos to be construed as representing aesthetics or any other attributes not epecrficolly addressed, nor ore they to be construed ac an endorsement ofthe subject ofthe report or a recommenalotion for its uses There is no warranty by JCC Evaluation Servtee, Ur, express or implied, as to any finding or other master to this report. or as to any product covered by the report. Copyright 0 2015 Page 1 of 1 ICC -ES Evaluation Report ESR -1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational 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 63017 (314)434-1200 www.rnii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MI1 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII 20, 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: • 2014 and 2010 Florida Building Code—Building ■ 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, W20 HS, MII 20 HS, and MT20HSTM', 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 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Codem (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120. M-20 HS, Mil 20 HS, and MT20HS7" has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC -FS Eivitut ion Reports are nor to be constrwd as representing aesthetics or any other attributes not specifically addressed, nor ore they robe construed as an endorsement oJthe subject ofthe report or a recommendaoonfor its use. There is no ivarronry by ICC Evaluation Senvice, LLC. cspress or implied os ' to any finding or other matter in ikh report. or as to any product covered by the report. Copyright 0 2015 Page 1 or 1 Florida Building Code Online 1 1 Page l of 2 1 6 � A C'* Archived) Product Manufacturer Address/Phone/Email Authorizgd Signature Technical Representative Address/,Phone/Email Quality Assurance Representative Address/,Phone/Email BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 (727)458-0544 benmeng8®yahoo.com Xianbin Meng benmengSOyahoo.com Category Structural Components Subcategory Anchors Compllalice Method Evaluation Report from a Florida Registered Architect or a Licensed Professional Regulation Business Iii Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Eval6ation Report Florida l cense PE -0046549 Quality f!�mum Quality Assurance Contract Expiration Date 12/31/2018 Validated Deep ff Id SCIS Home Lop In I User Regktratron i Hol Topics Submit Surcharge I stats d Fa0j Publications , FBc SUR BGS She Map Links Search Busines1v\h Referent Standard and Year (of Standard) Standard YAK ASTM D1761-06 2006 Professit aI Product VEER: ® Approval Public User Regulation > Reduit of Aobllratbn Search > Aaolrotien lkl > Application 0ltaR FL ft FL14239-R3 Application Type Revision Code Version 2014 AoolicattIln Status Approved Archived) Product Manufacturer Address/Phone/Email Authorizgd Signature Technical Representative Address/,Phone/Email Quality Assurance Representative Address/,Phone/Email BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 (727)458-0544 benmeng8®yahoo.com Xianbin Meng benmengSOyahoo.com Category Structural Components Subcategory Anchors Compllalice Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Iii Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Eval6ation Report Florida l cense PE -0046549 Quality t Assurance Entity National Accreditation &Management institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE [-?i Validation Checklist - Hardcopy Received Certificate of Independence F114239 R3 COI Indep.od Referent Standard and Year (of Standard) Standard YAK ASTM D1761-06 2006 ASTM D1761-88 2000 ice of Product Standards By from the Code Florida Licensed Professional Engineer or Architect x14239 R3 Eauiv Eoulv.odf https://www.floridabuilding. org/prlpr_app_dti-aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Summiary of Products Page 2 of 2 FL* Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14239 R3 11 Dwo.odf Approved for use outside HVHZ: Yes Verified By: Frank L Sennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: This design provides allowable capacities for the FL14239 R3 AE Eval.odf, system. The required site-specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. ® 1GI contact Us :: 19401 Nenl1 Humnw SWMTanahacw FL 12399 Mort: 11[0.487.11124 The State of Florida 1s on AAMEO employer. rnnvfkft 2007.2011 Sic" of Florida.:: :: Aocessitaty Staternefit :: Refund nt Under Ftorlds law, email addresses aro "IC records. N You del net want your !-wall address released in respw to a public -records rwuest, do not send electronic mad to U* ewtty. tnsleW. contact the Office by dodoo or by tradtbrol matt. If you Have OW questions, please contact CS11.487.1395. •pursuant to Se"n 455.275(1). FlWida StatMes, elfldkv October 1. 2012, llCenfles tkewAd under Chatter OSS. F.S. must provide the Department wit an emall address Ir ow have on. The !malls provided may be used for official don ionisation with the licensee. However emab addresses are public record. U You do net wish to supply a personal address, please provbt the Department with an ema8 address whidr can be made avaaablo to the public. To determine If you are a licensee under Chapter 4SS. F.S., please dick tM. Product Approval Accepts: 0®"MR-3® Crc ItSAr�E https://www.floridabuild i ng.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY I ASSUMED TO ACT AT THE THIS PROOIRT HAS BEEN OESIGNEO IN ACCORDANCE WITH ASCE 7.10 AND THE F GEOMETRIC CENTER OF THE o MECHANICAL UNIT. u = MECHANICAL UNIT MUST BE SQUARE OR RECTANGULAR, = n NO IRREGULAR SHAPES. j NOTE•, TARS PRODUCTAPPROVA( ALLOWS THE UNFIT TO BE IMSTALLEO ON TOP A CHECK MAXIMUM UNIT HEIGHT RESTRICTION OFAN A/C STAND TWAT ISA MAXTMUN 30' TALL IFAN AICSMNO Zf UT7U[ED, E° CNECR TO SEE TNAr TAE STAND OM MOT OTCEED 30' OF MMEIGMY �i 11 IN{ Aj' GREATER THAN UM MFIMOW qF Z•' THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO IS Fr. / r MAX ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER TTP. THAN 60FT ANO LESS THAN 100 FT. SEE (•) ON TABLE S FOR THE NUMERICAL MOST STRUCTURE DESIGN / SV OTHERS. SEE DESf SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT KENTER OP SEE DESIGN GRAVITY SCHEDULE FOR MAX' MUM SURFACE ' AREA AND DESIGN PRESSURE, 7W. STEEL TE -DOWN CLIPS t SEE DETAIL L/3 d 213 FOR CUP INFORMATION 3 TYP. I ' I 3' MAX . I ' M. \ �Alv r MAX 3, MAX TKO. "o!,Vd TTP, _CSO" L 1 TIE -DOWN ISOMETRICTYPE OF CUP AND tVUMSSROFCUPS 1 1• . 3•-0• ISOM'FTRTC PER CORNER WILL VARY PER CQYNECTION TYOES CI•CA ON SHM 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE CrM ANgEPMSRIINSDEICRTLIT�IKDEED�� ECHIGUUFR TTKAT OWRMS TOTHThe RETRICTONS AND THE CRITERIA SED KME1SEE SHEETS FOR DESIIGN SCHEDULES.) MECHANICAL UNIT CRITERIA. TMSIO• ER THE INSTALLATION OF (1) MECHANICAL UNIT WYT" THE FOLLOWING C ITEMIA- NPT• 178 MPF, EXPOSURE w NB' TALL a 48• DEEP t 16' WIDE. L00 LB (WEIGHTY AS VERIFIED BY OTHERS) • INSTALLED M 3000 PSI MIM OD GUAM WITH (I)•7• CLIP AT EACH CORNER OF UNIT (TOTALOF (A) NPS) Fee PROCEDURE STEP DESIGN NOTES: IsleMIN WEIGHT, /—NECHANICAL UNIT THIS PROOIRT HAS BEEN OESIGNEO IN ACCORDANCE WITH ASCE 7.10 AND THE F SEPARATE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE NIGH VELOCITY HURRICANE ; /PER CERT IFICATION, TYP. INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA V 4i1446'•1607" CALCUI.AT! THE ALLQWNIBLE ROOFTOP MEIGNTS OONSIOERS ASCE 7.10 SECTION THIS UNIT HEIGHT OF b' FS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT Of 46'. FOR t00F TOP MEIGHS (11) 6B0 R AND SCCT10T1 Zy.f FOR ROOF LOP NCIGM (I 1ME M KENTER OP SEE DESIGN GRAVITY SCHEDULE FOR MAX' MUM SURFACE ' AREA AND DESIGN PRESSURE, 7W. STEEL TE -DOWN CLIPS t SEE DETAIL L/3 d 213 FOR CUP INFORMATION 3 TYP. I ' I 3' MAX . I ' M. \ �Alv r MAX 3, MAX TKO. "o!,Vd TTP, _CSO" L 1 TIE -DOWN ISOMETRICTYPE OF CUP AND tVUMSSROFCUPS 1 1• . 3•-0• ISOM'FTRTC PER CORNER WILL VARY PER CQYNECTION TYOES CI•CA ON SHM 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE CrM ANgEPMSRIINSDEICRTLIT�IKDEED�� ECHIGUUFR TTKAT OWRMS TOTHThe RETRICTONS AND THE CRITERIA SED KME1SEE SHEETS FOR DESIIGN SCHEDULES.) MECHANICAL UNIT CRITERIA. TMSIO• ER THE INSTALLATION OF (1) MECHANICAL UNIT WYT" THE FOLLOWING C ITEMIA- NPT• 178 MPF, EXPOSURE w NB' TALL a 48• DEEP t 16' WIDE. L00 LB (WEIGHTY AS VERIFIED BY OTHERS) • INSTALLED M 3000 PSI MIM OD GUAM WITH (I)•7• CLIP AT EACH CORNER OF UNIT (TOTALOF (A) NPS) Fee PROCEDURE STEP RESULT I DETERMINE TME CONNECTIGH TYPE EASCO ON THE DIAGRAMS ON SHEET 2 1 CONNECTION TYPE 3 THIS INSTALLATION IS INTENDED FOR A VVR.170 MPH, EXPOSURE'BY. THIS OESIGN 2 OEYERMU7E WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE S 3 jpvYjtpIwe LARGEST FACE AREA or MECMANOZUNIT TO BE INSTALLED 4i1446'•1607" THIS UNIT HEIGHT OF b' FS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT Of 46'. NOTE•, TARS PRODUCTAPPROVA( ALLOWS THE UNFIT TO BE IMSTALLEO ON TOP A CHECK MAXIMUM UNIT HEIGHT RESTRICTION OFAN A/C STAND TWAT ISA MAXTMUN 30' TALL IFAN AICSMNO Zf UT7U[ED, CNECR TO SEE TNAr TAE STAND OM MOT OTCEED 30' OF MMEIGMY fm MMNIMUM U/1 if WIDTH Ito aCT 11 IN{ Aj' GREATER THAN UM MFIMOW qF Z•' THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO IS Fr. / ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER 6 10-ERMI.E TME ---1 ROOF•YOP HEIGHT OF THE INSTALLATION THAN 60FT ANO LESS THAN 100 FT. SEE (•) ON TABLE S FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE THE MEIGHTS LISTED IN THE DESIGN SEMEDULIS REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30' TALL A/C STAND (CERTIFICATION BY OTHERS) ON TOP Of THE MMKM USTED IN THE DESIGN SCMELKRPS. GENERAL NOTES: 1. THIS VROOUCT HAS BEEN DESIGNED AND SMALL Be FABRICATED W ACCORDANCE WITH TME REQUIREMENTS Of THE FLDIRIDA 84111.03MG CODE B ASCE 7-10. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE NIGH VELOCITY HURRICANE ZONE. 2. NO 33.1/7% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON aIEVr PROV*,M PROOUCT AND DIE SHEETS FROM TEST REPORTS ii>€LQ19M7l7A, •TEL �ot970�7e Br TESTING EVALUATION LABORATORIES, INC. NO SUBSTITUTIONS WTMOUT 1YRTTEA APPROVAL BY THIS ENGINEER SMALL Be PERMfREo. A. MAXIMUM 6 MINIMUM DIMENSIONS AND MINIMUM WEIGHLCH :Of MANICAL UNIT SNAIL CONFORM TO SPECIFICATIONS STATED MCREIN. ALL MECHANICAL SPECIFICATIONS (CLEAR SPACE, TONNAGE .TC E) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RBPONSIOILTTY OF THE CONTRACTOR. S. FASTENERS TO SE PIZ Y !.• OR GREATER SAE WOE S UNLESS NOTED OTHERWISE TAPCONS REFERRED TO HEREIN SMALL 6E RW 6UILDEX BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIRENENTS. AIL FASTENERS SIAL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6, ALL STEEL CUPS S•1ALL BE ASTM A283 STEEL (GRADE 0) WITH h•33 RSI OR BER9t ALL STEEL MEMBERS SMALL 0E PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION. C"90 -RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN 15 NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SMALL BE STRUCTURAL CONCRETE A' MIN THICK AND STALL "AVE MDIIIWM COMPRESSIVE STRENGTH OF 30M PSI, UNLESS NOTED OTHERWISE. B. THE CONTRACTOR TS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OISSDLIAR MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICAL G40LLM0, WHEN REQUIRED, TO BE DESIGNED 6 INSTALLED BY OTHERS. 10. THE ADEQUACY OF Ain EXISTING smucam TO YIRNSTANo suKRtMPosw LOADS SMALLBB VERIFIED By TME ONSITE DESIGN PROFESSIONAL AND IS NOT UN4UDE0 IN THIS CERTInCATION.EXCEFT AS EXPRESSLY PROVIDED HEREIN, NO AOOMONL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11, THE SYSTEM DEFAMED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFEAEMT FROM TUC CONDITIONS DETAILED HEREIN, A LICEASED ENGINEER OR REGISTERED ARCHnVCT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE UI CONJUNCTION WITH THIS DOCUMENT. 12. WATER -TIGHTNESS OF EXISTING NOSY SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEN,BRANE IS RESTORED AFTER FABRICATION ANO INSTALLATION OF STRUCTURE PROPOSED HEREIN, THIS ENGINEER SMALL NOT bE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHIOI MAY OCCUR AS WATER:-T(GNTNES5 SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOII. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Wt WINO SPEEDS USED IN THIS APPROVAL, SEE SECTION 26 7.3 OF ASCE 7.10. V 1�1 CI J I n Z.A-m Ott2 C n wa.C Z Fi f N Z_ a = EO 15-2378 a C1 CONNECTION TYPE C1 ` 1• CUP . UTILIZE (t) AT EACH COMER FOR A TOTAL OF (1) PER UNIT (• CLIPS` T Na7C O 31 MAX TYP ANCHOR SCHEDULE: V CLIPS .UIIST"I'll OeSQI V MON jOW (t)-S(Ii'O CANNON STLEL SW yW10 RTW BUILD" TAPCAV, CONCRETE: ZY.• FULL E'INCO TO (1' THICK MIN, CONCRETE. 3)(' MIN 3000 PSI MIN.) t• CUPS SPACING TO ANT • ADJACENT ANCHOR TYP. ALUMINUM: ALUM 511EPT NETAL SCREW TO C1 CONNECTION TYPE C1 ` 1• CUP . UTILIZE (t) AT EACH COMER FOR A TOTAL OF (1) PER UNIT (• CLIPS` T Na7C O 31 MAX TYP ANCHOR SCHEDULE: V CLIPS .UIIST"I'll OeSQI V MON TYP. (t)-S(Ii'O CANNON STLEL 1�01t •3TYP RTW BUILD" TAPCAV, CONCRETE: ZY.• FULL E'INCO TO (1' THICK MIN, CONCRETE. 3)(' MIN 3000 PSI MIN.) ewe DISTANCE. 3):' Min. SPACING TO ANT ADJACENT ANCHOR (L)•1 II SAE GRADES ALUMINUM: ALUM 511EPT NETAL SCREW TO • MA: ALUMINUM,PROVI T(OJJ.MUS.. PITCHES ,I(S) MIN. ALUMINUM) THREAD BANE STEEL.:(1)581/SAEGRADES (O.IZS• MIN. SHEET METAL SCREW TO THICK, 33 R9 STEEI. PROVIDE (S) MIN, STEEL) PITCHES Nin. PAST THREAD PLANE 2" CLIPS ,UI U. Zlm tl)•s(Isro APD011<(• ' uReDN sTplrH RTW NURDEX T CONCRETE. ZY.• FULL EN.ED TO 1i (1' THICK MIM. CDNCRETe, 3w MDI. ! 3000 PSI FON.) EDGE OMANCE. 3Y.' NIM. SPACING TO ANY AOJACEM ANCIOA ALUMINUM. I (Z"1I SAE GMOC S (0.125- PON. SMeu NeTAL SCREWS TO TMC<, 0061•r6 ALUMINUM. PROVIDE (S) MIN. ALUMINUM) Pf7C RC MIN. PAST TWEAD BANE STEEL- 1(2)-P11 SAE GMDE S (0.125 -MIN. SWEET METAL SCREWS TO THIO(. 33 Ks1 STEEL. PROVIDE ISI MIN. SI EEy PRCHES MIN. PAST THREAD PLANE 1. EMNEDMeN(Al0 CDGe OL'•TANCE eKWDES MMES. IF ARRICANIL 2 ENSURE MINIMUM COGS DISTANCE AS NOTED IN ANCHOR SCMEOUtl, 3. SEE DETAILS OP SHEET 3 FOIL ANCMORS ATTAOCM TO MECHANICAL UNIT. a CONNECTION TYPE C2 1' CLIP - VrILIZE (2) AT EACH CORNER FOR A TOTAL CIF (3) PER UNIT 2• G IPS ggj• MAX TYP. 1�01t •3TYP SV� i� 3'MAX . CUPS 3• mAx TYP. Al 3' MAX G(l . TYP• ��t�J{• 2• G IPS ggj• MAX TYP. 1�01t •3TYP TVP. UNIT w1oTT1--j .• MAX ! b• MAX CUP OFFSET I CUP PAIR SPACING—; ( CUP OFFSET n^ I I3' TTP N.EC KANICAL (---F-CLIP•CUP UNIT PER SOACING SEPARATE CERTIFICATION UTILIZE (1) CUPS EA SIDE OF UNIT FOR A TOTAL OF (.) PER UNIT CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL C3 ��� UTILIZE (II AT EACH CORNE0. FOR A TOTAL OF .(�] PSE l 2' CUPS - UnLIZE (2) AT EACN CORNER FOR A TOTALOF Lq PER UNir 3 N.T.S. PUN VIEW THIS DETAIL IIAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CUPS AT EAG/ CORNER FOR A TOTAL OF (.) CUPS PER UNIT. m NQ� Qcc .3! 15-2378 Hb N11 ! Oe3dOPTION: 2 .FOR ANY CLIP LONGER THAN 10' UTIL:7E (S)-812 SAE GRADE S SHEET METAL SCREWS, TYP. ASTM ", STEEL. TW. :2 SAE GRADE 5 LONG. UTILIZE (SRM AICCHANICAL UNIT BY OTHERS. ALUMINUM SHEET METAL SCRCWS HOUSING UNITS SMAI L BE 6063-T6 MIN. FOR NPS LONGER ALUMINUM SHEET WITH Fty-30 KSI, 0.125 THAN T. TYP. III O WO HOLE, WITHCH 0 ANOR FROM 1• ISOMETRIC NP ANCHOR 0 SCNCOULE, TYP. ® AICCHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMAI L BE 6063-T6 MIN. 0,375• ALUMINUM SHEET WITH Fty-30 KSI, 0.125 f a6.Y do MIN, THICKNESS, STEEL HOUSING UNITS 1 1" CLIP ISOMETRIC DETAIL SMALL BE ASTM A653 Fy-33KSI MIN. ISOMETRIC STEEL, GRADE 33, 22GA MIN. (t -0.02W) �a 0.125' I r /j 0 PER ANCHOR -r (I) OR (2)AYCHORS SCHEDULE e 0.068- THICK ASTM 4263 STEEL NP, TYP. e OFUNIT-SHALL� OE FLUSH WITH BASES GF NP, NO SPACE PERMITTED. TYP ® (OTHER DIMENSIONS 0,375• SIMILAR) f a6.Y do METAL SUELVS FOR NPS 1 1" CLIP ISOMETRIC DETAIL N.T.S. ISOMETRIC FOR EACH SATS, TYP. 0.125' I r /j PER ANCHOR -r (I) OR (2)AYCHORS SCHEDULE 0.072' OR 0 113' THICK p o ASTM A283 STEEL, TYP. ® (3)-f 12 SAE GRADE S SHEET METAL SCREWS U r FOR NPS 1' LONG. UTILIZE (A) -A 12 SHEET _MEWS FOR ETAL SCR I CLIPS LONGER THAN.', N o TYP. I V'0 HOLES, NOT TO BE USED 77n" ANCHORS. TYP. .;75' 0.7s 00' t / o.Sw FACTORY-MIALEO V.'O HOLES; _10v - a•Sp„ I _ UTILIZE (1) OR (2) ANCHORS FROM 2' CUP ANCHOR SCHEDULE, TYP. 0.50' 2 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC (3)•i12 SAE GRADE S SHEET METAL SCREWS FOR NPS UP TO S LONG. UTILIZE (S)•F L2 SHEET METAL ScReWS FOR NPS LONGER THAN 5'. PROVIDE (5) PITCHES HIM. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER OIOR SCHEDULE SUBSTRATE PER ANCHOR SCHEOUIE (VARIES) 1" TIES --DOWN CLIP 3 ANCHOR DETAIL DETAIL CLIP IS DESIGNEO FOR FULL CONTACT WITH THE BASE OF EACH MKKANICAL UNIT, TYP. MECHANICAL UNIT BY OTTERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIM. ALUMINUM SHEET WITH FtY-30 K51. 0.125 MIN, THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fye;;KSI MIN. STEEL. GRADE 33, 22GA MIN. 0.0.0299'). 0.072' OR 0.113' THICK ASM A203 Met. CLIP, TYP. BASE OF UNIT SMALL Be FLUSH WTTH BASE OF NP, NO SPACE PERMITTED. TYP. . �ANCHOR RATE PER 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 p � 1•-0" DETAILCLIP IS OESIGNEO FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. U z `+ a z Oda= F t R d �N z 1 S Lu 1ZH E a s 8 m 15-2378 N (3)-F l2 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4' LONG. lf'f"" (�1-F12 SHEET METAL SUELVS FOR NPS % LONGER THAN •'. PROVIDE (S) PITCHES MIN. PAST THREAD PLANE FOR EACH SATS, TYP. PER ANCHOR -r (I) OR (2)AYCHORS SCHEDULE j fILI— . �ANCHOR RATE PER 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 p � 1•-0" DETAILCLIP IS OESIGNEO FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. U z `+ a z Oda= F t R d �N z 1 S Lu 1ZH E a s 8 m 15-2378 N TABLE 1: Vult=175 MPH, EXPOSURE C (FOR USE WITH A RISK CATEGORY 11 STRUCIURE IN THE HIGH VELOCITY HURRICANE ZONE') • ---- _ TABLE 3 : Vult=170 MPH, EXPOSURE C (FOR USE WITH A RISK CATEGORY 11 STRUCTURE -1 ALLOWA6LE ROOFTOP HEIGHT (N) TIE4)OWN CONFIGURATION TYPE MAXIMUM SURFACEAREAOF UNIT UNIT CI I Cl CI C4 UNITSLARGEST HEIGHT WIDTH 6 Fr ALLOWABLEWNCONFIGURATION MIA TYPETIE -DOWN CONiIGUMTION TITE MAXIMUM HIA R<H5200R SURFACE AREA OF UNIT UNIT Cl C2 O C4 UNIT'S LARGEST HEIGHT WIDTH N S 90 FT 60R<H5300FI ATGRAOE 20 FT' FACE AT GRADE NIA , 6fS' 24'MA1(• 12 -MIN HiA_ _ _ Ai(J1A�E ATGMOE HS200R • _ 9 FTI 32'MAK MIN NIA ATGRAOF AT GRAVE_ H560 FT <IV 4R' Ai GRADE fIf200FT HSSOR Hf200FT fiR' ai G1UDf � 40—FT- ATGRADE : Hf20D FT 9FT' 48`MAX 24'WIN I NIA ATGiAOE ATGRADE NSSEOFT _ FT IF/A AT GMOF . AT GRADE H%40R _12 E9FT'_ A ATGRADE N/A _ AT GRACIE _ 20 ' •_ _-_ R _ BAA AT GRACIE NIA AT GRACIE 2S Fr- N/A AT GR�AOE NIA AT GRAOC 3D FT' • 60' MAX 48' MIN HVA N/A — N/A AT GMOE_ I 36FT° AT GRADE . _ H/A NJA AIGRAOE _NIA 'TNR TABLE IS PERMISSIBLE TO BE USED WITNITJ THE HVH2 WMCH CONTAINS BROWARD ANO MIAMI•DAOE COUNTIES, CHECK WITH LOCAL AUTHORITI' HAVING JURISDICTION FOR THE APPLKABILIT' OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. N/A NSA TABLE 3 : Vult=170 MPH, EXPOSURE C (FOR USE WITH A RISK CATEGORY 11 STRUCTURE -1 ALLOWA6LE ROOFTOP HEIGHT (N) TIE4)OWN CONFIGURATION TYPE MAXIMUM SURFACEAREAOF UNIT UNIT CI I Cl CI C4 UNITSLARGEST HEIGHT WIDTH 6 Fr 24' MAK • 12' MIN MIA 9Fr 32, MAX IV MIN HIA R<H5200R AT GRADE 4F1' H5200 FT 608<H5/00FT 6Fr N S 90 FT 60R<H5300FI ATGRAOE H5200R AT GRADE 160 FT H1200FT H S is FT y6pR<Hs AT GRADE H f 200 R R<H5200R N/A Hs200R H5200 FT H5200R HS200 FT N S 90 FT 60R<H5300FI — Hs200R 9R' 4r MAR. 24'MIN N/A 1 HS200R 60R<AT CMfD60FT HS20DR FT' N/A T AT GRADEAZ 6p FT<H$200R N/A Hf70DR 16 rV N/A AT GRADE N/A H S 200 R 20 FT' N/A AT GRADE NIA H S 100 FT 2S F^ N,/A N/A N/A H S 30 R GDR<N1200Fi r _ 6r MAX' 4r MIN AT_GKAOE H S 200 R _6 R 9' AT GMOE 30 R' N/A N/A N/A .608<Hf160R , - 36 R' N/A NIA N/A AT GRADE TABLE 2 : Vult=175 MPH, EXPOSURE D (FOR USE WITH A RISK CATEGORY II STRUCTURE IN THF HIGH VELOCITY HURRICANE 2ONE1I ALLOWABLE ROOF -TW HEIGHT IN) TABLE 4 . Vult=170 MPH, EXPOSURE D (FOIL USE WITH A RISK CATEGORY It MUCTURE'1 ALLOWABLE AOOF•TOP HEIGHT (H) TIECOwH CONFIGURATION TYPE MAXIMUM SURFACE AREAOF UNIT UNIT C1 Q C3 C4 UNIPSEARGFST HEIGHT WIDTH 24'MAX 12" MIN N/A I H5200R 60 FATE GNAD1E H5200 FT 32' MAX WARM N/A AT GRAOE N/A • H 1200 R 60R<NS200 FT ATGRAOE ITE470WN CONFIGURATION TYPE H6200R H5200 FT ,60FT <H 51008 IMAXIMUM SURFACE AREA OF UNIT UNIT C1 C2 C3 C4 UNTTSLARGEST HEIGHT WIOTH 9 FT' 48'MAX 2r MIN N/A _ HSISR 6011I4HSZO FT ATGRAOE H 920 FT 12 ii' WA _ FT' 24' MAX 17' NIM N/A AT GRACIE AT_GKAOE H S 200 R _6 R 9' 3r MAXI /S'Mm NIA Al GRADE w N/A Hf 30 FT IR' I ATGIIAOE HS2G0`T ATGIIAOE Ns2WFT ( 61T' NIA - HSISR ATGM0E H5200 FT Lrr _NIA 4r MAX 24'MIN 11/A T ATGRAOE ATGRADE 14171W12 FTS N/A T AT GRADE N A AT GMOL 16FT' N/A -� ATGRAOE _ N/A _ 1 ATGRADE 20 Ft' f 11/A AT GRADE N/A AT GRADE . 2S A' N/A GO' MAX 48' MIN R/A N/A N/A AT GRADE ' 30 R' N/A NSA ATGRA06 ISR' N/A N/A NIA AT6RiDC �. ... •IHR T46LE R PERMISSIBLE _ TO BE USED WITHIN THE HVNZ WHICH CONTAINS BROWARD AND MIAMI.OAOE COUNTIES. CHECK WITH LOCAL AUTHORITY RAVING JURISOICHON FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN TLORI011 C2TUNTIES. TABLE 4 . Vult=170 MPH, EXPOSURE D (FOIL USE WITH A RISK CATEGORY It MUCTURE'1 ALLOWABLE AOOF•TOP HEIGHT (H) TIECOwH CONFIGURATION TYPE MAXIMUM SURFACE AREAOF UNIT UNIT C1 Q C3 C4 UNIPSEARGFST HEIGHT WIDTH 24'MAX 12" MIN N/A I H5200R 60 FATE GNAD1E H5200 FT 32' MAX WARM N/A AT GRAOE N/A • H 1200 R 60R<NS200 FT 'AS AN EXAMPLE. THIS TABLE 6 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WON LOCAL 'AS AN EXAMPLE, 7146 TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK W Ir" LOCAL I n AUTHORITY HAVING IUAISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. ATGRAOE Hs200 FT H6200R H5200 FT ,60FT <H 51008 6R' N!A _ H 5 20OFT HS1S <H5200R 608 R H S 200 R 9 FT' 48'MAX 2r MIN N/A _ HSISR 6011I4HSZO FT ATGRAOE H 920 FT 12 ii' WA AT GMOE 60FI4Nf120 RT N/A N5IOD FF 16 R' N/A 1(/A N/A H S 40 R TpR<H STOOFT 20FTI NIA . ATGAADE NIA 40 FF r <H HS2 fi0 R 52008 _ 7S R' NIA N/A NIA _ AT GRADE 60 FT<NS2010 FT 60' MAX 4r MIN • _ AT GRADE 30 FT' N/A N/A fJla 608<H 1100 FT 36 FT' N/A MIA NIA AT GRADE 'AS AN EXAMPLE. THIS TABLE 6 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WON LOCAL 'AS AN EXAMPLE, 7146 TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK W Ir" LOCAL I n AUTHORITY HAVING IUAISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II STRUCTURE') I TABLE 6 : Vult=140 MPH, EXPOSURE C (FGR USE WITH A RISK CATEGORY R STRUCTURE') MAXUAUM TABLE 7 : Vult=140 MPH, EXPOSURE D ' AILGWABlEROOF•TOPITEIGNTOO - — -- UNIT C1 UNIT'SEARGEST • HEIGHT TIE-0OWN CO.Vi1GU1GT1ONTYFE I MAXIMUM ALLOWABLE ROOFTOP HEIGHT IXI __ N S 30 FT 6FP :24'MAx 12'MIN SURFACE MEA OF UNIT UNIT CI CI O CA UNIT'SLARGEST HEIGHT WR)TH C2 C3 AT GRADE FACE '6D Fr H51TX 9FT' 4r MAK 24'MIN AT GRADE 12 FT' 6 FT' 24'MAX 1TMIN I "S IS FT H5200FT H5200R HS200FF 20 R' WH130R FT<H1200FT •W R<H 51208 25 FF' IS' MIN N/A H f 200 R 9R' 32,&W IV MIN ATGRADE H5200 FT HS10DR NS 200 FT 4R' N/A I H 200 FT H52WR Ni MFT HSIOOFT 6R' 1 .WR<HS 100 r H140R 608<Hf200 FT' NSIW FT Xf200R XSIOOR X52008 9R' aB'MAl( NATGRADE'MIN HS100R N320pR X5200FT Hf15R WR<H 52008 H5200 FT 60FT<HSWR 11 FT' , _ WA H 540FT 1� NS1WR AT GRADE HfZ00fi H540FT WR<H5200R HSMD FT 16 R' 168' N/A NS200R NS15FT 00(7<HS 1008 HS200R • 20 R' _ _ ) N/A • HS2WR HSISFT W<HSIBOFT R HS 200 FT r 35 R' N/A ATGILAOE N/A H540FT WR<HS100R ATGRAGE WR<H SBO- H9200FT • MAX 4B'MIN• - .._ _ 30 FT' 1W H5200FT WA H515R �W Ff<NS BW FT AT GRADE N5ZOO R 36 R'+ N/A ATGRAOE AT GRADE H520DR _ _ 30 FT' N/A WFT<M SBO FT` ._ H f 40 FT W FT<H S 200 R TABLE 6 : Vult=140 MPH, EXPOSURE C (FGR USE WITH A RISK CATEGORY R STRUCTURE') MAXUAUM TABLE 7 : Vult=140 MPH, EXPOSURE D • . �• SURFACE AREA OF UNR UNIT C1 UNIT'SEARGEST • HEIGHT WIDTH H5200FTATGRAOE H120DR ;W R<N S L40fT FACE ALLOWABLE ROOFTOP HEIGHT IXI o. N S 30 FT 6FP :24'MAx 12'MIN ATGRAOE 9 FT 3T MAX IS' MIN N/A 4 FT H 5 200 FT 6 PT' C2 C3 AT GRADE UNIT'S LARGEST HEIGHT '6D Fr H51TX 9FT' 4r MAK 24'MIN AT GRADE 12 FT' `—N/A 16FV Z 6FT' 24' MAX N/A 20 R' WH130R FT<H1200FT I HSIOOFT WA 25 FF' IS' MIN N/A H f 200 R WA • — - ' 67 MA% armw I •_ r HS 40FT WR<H S 2008 30 FT' ' Nf100R I N/A i... 36 R' . _ + _ - N/A_ ALLOWABLE ROOFTOP HEIGHT IN) 'A TIE-0OWN CONFIGURATION TYPE C2 i C3 I CA HS20OFT I H5200Fr I HS200FF 4. TABLE 7 : Vult=140 MPH, EXPOSURE D 1 �iAi Hf200 FT IWR<Hf100R1 Nf100R <y IFOR USE WITH A RISK CATEGORY 0 STRUCTURE') H 5200FF HS200FT H5zoo FT Z � W Z WW "w �y N�� J . O < H1200R H3200R I HS200Fr HS200FF WR<NSMOR NS2W H5200FTATGRAOE H120DR ;W R<N S L40fT H111FTOR ATGMDE H1200FT ALLOWABLE ROOFTOP HEIGHT IXI o. N S 30 FT u TIE-0OWN CONFIGURATION TYPE Z s MAXIMUM F-•1 d R<Hf140R� SURFACE AREA OF UNIT UNIT C1 C2 C3 CA UNIT'S LARGEST HEIGHT WIDTH 6OR<H52008 FACE Z� Z 6FT' 24' MAX 12* MIN N/A X5200 fi WH130R FT<H1200FT I HSIOOFT 9 F'T' 32' MAX IS' MIN N/A H f 200 R AT GRADE WT IT<HSIQF H f 200 FT 4R, - •_ r HS 40FT WR<H S 2008 NfI00R X52008 Nf100R I 6F1' AT GRADE X52008 X1200 FT X52008 y .WR<HS 100 < 9FT' 4'MAX 24, MIN WA X5200FT Hf15R WR<H 52008 H5200 FT 11 FT' , _ WA H 540FT AT GRADE NS1WR WR<HS100R WR<MSBOR 168' WA AT GRADE- —_-N/A ) NS200FT WR<H 5200 FT 20 FP N/A ATGILAOE ATGRADEHSZOOR WR<HS 200 FT WA ATGE WA H5200FT 25 FT' W FT<RAOHSW R 60, MAX 4'MIN - _ .__. _ _ _ _ 30 FT' N/A N/A WA H f 40 FT W FT<H S 200 R 'AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN ATGAAOE BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVINGJURISDICTION 36 FT, N/A N/A N/A FOR THE APPLICABILITY OF f W S TABLE WITHIN CTi1TA1N FLORIDA CCUNTIES. W Ff < H S 200 FT ALLOWABLE ROOFTOP HEIGHT IN) 'A TIE-0OWN CONFIGURATION TYPE C2 i C3 I CA HS20OFT I H5200Fr I HS200FF 4. 'nTl 1 �iAi Hf200 FT IWR<Hf100R1 Nf100R <y H 5200FF HS200FT H5zoo FT Z � W Z WW "w �y N�� J . O < H1200R H3200R I HS200Fr HS200FF WR<NSMOR NS2W H5200FTATGRAOE H120DR ;W R<N S L40fT H111FTOR ATGMDE H1200FT o. N S 30 FT u AT GRADE H S 200 R R <HS200 F! Z s AT GRADE FT AT GRAD E X1200 F-•1 d R<Hf140R� AT GRADE WA X5ZOO 8 Z Z n AT GRADE- WA H f 30 R O EEi fl! 6OR<H52008 - Z� Z IQL Weng Z � a � m y m WS ■ ■ E • R • ■ e ENGINEERING EXPRESSO PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number. FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1' and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: • PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. • TEST REPORTS Ultimate test loading structural performance has been tested in accordance with/4STMD1.761-88 test standards test report(s) #TEL 01970387A and #TEL 01970387B by Test �� dlum�l�l ratorie per ` ' Inc. •'�:99p • STRUCTURAL ENGINEERING CALCULATIONS Rased �ng���eer's Seal Valid for Structural engineering calculations have been prepared which = Pages ��0' IAGH9 23 evaluate the product based on comparative and/or rational ' analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width ` 2. Maximum Allowable Unit Height 3. Minimum Unit Weight Frank 4. Maximum Allowable Unit Surface Area # PE004 5 �dlllliiiN� 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12TH AVENUE *106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.CON ENGINEERING C—xPFeLSS 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site-specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: /7- / 9 /j7 Documented Construction Value: S L17o 0 //> 7 Job Address: a 4D "Tos Historic District: Yes ❑ Not Parcel 0: Residentialz Commercial ❑ Type of Work: New K Addition ❑ Alteration ❑ Repair ❑ Demo ❑ Change of Use Move 0. Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name�a.c,��c�triYbr�ri�zrn-Nc�rv.�s Phone: 4G I (oAc) -OO `Iq Street: QroO0 i r, l'� Ih u �� � Resident of property? : ✓YO _ City, State Zip:,fnc.:: a P - 3a-iSi Contractor Information; Name Phone: HC1"i �l 01- ISSd o"l Street: a 153 � 4-5 : Fax: 40-1 `g101- "l 111 City State Zip:' � Of'1 ta.a-, d � State License No.: Ec�� ��y Arch itect/Eng1neer Information Name: Phone: Street: Fax: .City., St, Zip: E-mail: Bonding Company: Mortgage Lender: AddFess: Address: •,-WARN}NG•TO.OWNER, YOUR FAILURE•T.O RECORD A NOTlCf OF C011T1VlENCEME�!IT MAY RESULT IN YOUR PAYING' TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT RECORDED Aivb pOH STED ON •'17fE 70'B srn'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 regulati ng construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. „en .na o ow_n %_ ......;w.A .,a+h th. plat. of anntication and the code in effect as of that date: 51i Edition (20] 4) Florida Building Code 1. A NOTA : In addition to the requirements of this permit, there may be additional restrictions applicable to this propel that may be countybe additional permits required from other governmental entities such as water found in the public records of this management districts, state, agencies , and there may , 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. of the executed contract is required The Ci of Sanford requires payment of a plan review fee at the time of pmam it uobmructi0 value of the job at he time of submittal. City in order to calculate a plan review charge and will' be considered the est ct at the time the permit is issued, In The actual construction value will be Should calculated charges uyed off ured based -on the current ICC the executed contract Valuation Table in eexe cd the actual construction value, accordance with local ordinance. credit will •be applied w your permit fees when the permit is issued. is OWNER'S AFpIDAVYT: I certify that all of the foregoing information and zoning.te'and that all work will be done in compliancewith all applicable laws regulating•construc Signature ofOwner/Age4t Data Print OwnedAgent's Name Signature of Natary State -of Florida • Data 'Owner/Agent is Personally Known'to Me or - Produced ID � Type of ID SLAY-W� `/�' 7 Sig nature of Contractor/Agent Date Contractor ent is Personally Known to Me -or Produced ID - Type of ID ��— BELOW IS FOR OFFICE •USE ONLY Electrical • Mechartica! ❑ Pltunbing❑ Gas❑ Roof Permits Required:' Building ❑ Flood. Zone: �-- Construction Type: Occupancy Use: ' Min. Occupancy Load:. # of Stories: . Total Sq Ft of Bldg: - / - Ayes 154 4 plumbing # of Fiztnres New Construction: Electric - # of Amps /SO �M_ri g " Fire Alarm Permit: Yes Q No.Q Fii•e:Sprinitle>; Permit:. Ycs [] No= - � •• • # of Hoads _ . APPROVALS: ZONING: -UTILITIES:. WASTE WATER: FIRE BUILDING: ENGINEERING: - COMMENTS: ' CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 19 Z Documented Construction Value: S 5309.OD W PIXTvRES Job Address: p PCEID ROSE LANs 1101 Historic District: Yes ❑ No Parcel TD: RAN139,COR E #q 4 JK I a JkXTOES -;K— Residential 9 Commercial ❑ Type of Work: New Rr Addition ❑ Alteration ❑ Re air ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name I R\I LDK MolzR I SO N Phone: Street: Resident of prope - City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Arch ltect/Enginee r Information Name: 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shull be inscribed with the slate oruppliention and the code in effect its or thut date: 5i° Edition (2014) Florida Building Code Revised' June 30. 2015 Permit Appliention 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 pen -nits 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. Signature of Owner/Agent Date Signature ofContr or/Agent kDate Y / Print Owner/Agent's Name Signature of Notary -Stale of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID vY 1L44, AFPE'Y Produced IU Type of IU BELOW IS FOR OFFICE USE ONLY Permits Required: Building ❑ Electrical ❑ Mechanical ❑ Plumbing❑ Gas❑ Roof ❑ Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes ❑ No ❑ # of Heads Fire Alarm Permit: Yes ❑ No ❑ APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: WASTE WATER: BUILDING: Revised- June 30. 2013 Permit Application COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000413 BUILDING PERMIT NUMBER: 17-10000413 UNIT ADDRESS;."�R.ir KY. GROVE LN 420 TRAFFIC ZONE:022 JURISDICTION— SEC: URISDICTIONSEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: July 06, 2017 ?Ierm " t #- 1'7- 1q1cQ -1'7-1g1cQ 21-19-30-510-0000-2930 p PARCEL: ` �a oo� TRACT: BLOCK: LOT: 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: 420 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 293 SFR -------------------------------------------------------------------------------- FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE -------------------------------------------------------------------------------- ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit .00 FIRE RESCUE N/A .00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE Family Housing ORD 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A .00 DRAINAGE N/A .00 .00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: ,(( SIGNATURE: (PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. TH9 REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. ***THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE * DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Florida Building Code Duct Leakage Results Builder: Neighborhood: Address: City: '5' (-) � Square Footage:. Permit #: I `�ell Stage of Construction for Test Rough in with Air Handler E] Rough in no Air Handler Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: % System CFM25 Square Footage Duct Leakage CFM/100s ft. Location Pass or Fail 1 � 2 3 4 5 Pass Rating Company: SkveTec® Rater Name: Rater Signature: Date: me" The Energy Code Experts Fail 3f 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.40001 1.8%. SKYETEC www.SkyeTec.com FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: 916 Builder Name: Street:c- 2a R!!�67/d �(�'s� �C( /1e Permit Office: 5 Cry' 170 City, State, Zip: SSc� AL Ja / 7( Permit Number: ! 7,, / P / Design Location: �`T 0 ze Jurisdiction: r— 9/ ,Sr n' Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: Leakage Characteristics /1 If- . FM (50): ACH(50): FLOW: & �C� R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1.2. Frank Ferrentino °1p°°"'°"'°"'°""``e,wom SIGNATURE' �, 2D.7..0 1e 1e� x a oa 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: