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412 Rocky Grove LnI r 06eq CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ AZT D t'll Job Address: 71 ';') L.q/j/E` Historic District: Yes No Parcel ID:rQ*V(4&1<o JS / 7 ,ClX7—c,ES - Residential R1 Commercial Type of Work: New Addition Alteration Repair Demo Change of Llse Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Street: Fax: Email: Property Owner Information Phone: Resident of property? : 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 Architect/ Engineer Information Name Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY 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 COiNINIENCENIENT Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 10-1.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713, The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. SienatureofOwner/Agent Date Signature ofCont for/Agent ° to o y r y y .,, SsANttiPrintOwner/Agent's Name Pnnt Con actor/A ent' W Name o1l7 j. EXPIRES Signature of Notary -State of Florida Date , ignature of Notary -State of Florida Date _ GEpRGLA y JUNE 8, 2020o_ n 11i1''11uL L CC Ov\mer/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me rollttttttt` Produced ID Type of ID Produced [D Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30.20I5 Permit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080—, Number 17-00001906 Date 7/31/17 Application pin number 054254 Property Address . . . . . GROVE LN Parcel Number . . . . . . . . 21.19.30.510-0000-2950 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 286745 Application desc NOC ON FILE Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . PLUMBING FIXTURES 21.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 2791.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 996181 Permit pin number 996181 Sub Contractor NORTHWEST PLUMBING Permit Fee . . . . 126.00 Issue Date . . . . 7/31/17 Valuation . . . . 6209 Expiration Date . . 1/27/18 Qty Unit Charge Per Extension 21.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 126.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov June 22, 2017 5:41:07 PM blaker. Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 0/ CITY Of Ir BUILDING 301 AVE S1 L 32771 5r Z 9520 o Term: 2902 REF#: Pr)r1(1003 h #: 289 RRN: 7:'?. 127 1/17 .54 IP MATCH LUC: N is ID: 30721257714605 R CODE: 615433 4 U1,ii u+al CNP 1578 r" AOUNT $634.56 APPR, 'ED A FF TO G?i AduvE 101 AGORA U :d1H t'0 AMBIENT REEHENT IF COP? Ff. ATIVI, ON 01-APPLCTN FEE -BUILDING 25.00 Oper: ANTONINIL Type: CC Drawer: I 01-APPLCTN FEE -PLUMBING 25.00 Date: 7/31/17 01 Receipt no: 166862 01-BLDG PLAN REVIEW 861.00 2017 11306 02-CURB CUT/DRIVE - S/F 40.00 BP BUILDING PERMIT RECEIPTS 2017 1885I. N $155.55 BP BUILDING PERMIT RECEIPTS 1.00 $155.55 2017 1888 BUILDING PERMIT RECEIPTS FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE 2017 18861.00 $161.73 PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. Bp BUILDING PERMIT RECEIPTSNOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. 1.00 $116173 CC CREDIT CARD . FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00001906 Date 7/31/17 Application pin number . . . 054254 Other Fees . . . . . . . . . 01-FIRE IMP-RS 7-2017 373.91 01-LIBRARY IMPACT FEE 54.00 01-PARKS IMP-RS SINGLE 1086.29 01-POLICE IMP-RS 07-2017 374.90 01-SEM CNTY RD IMPACT FEE 705.00 01-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 01-BLDG DCA SURCHARGE 48.31 01-BLDG DBPR SURCHARGE 48.29 Fee summary Charged Paid Credited Due Permit Fee Total 126.00 00 .00 126.00 Other Fee Total 13034.70 13005.15 .00 29.55 Grand Total 13160.70 13005.15 .00 155.55 Oper: ANTONINIL Date: 7131/17 01 Total tendered Total payment Type: OC Drawer: 1 Receipt no: 166862 634. 56 1634.56 Trans date: 7/31/17 Time: 12:16:05 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00001906 Date 7/31/17 Property Address . . . . . . 412 ROCKY GROVE IN Parcel Number . . . . . . . . 21.19.30.510-0000-2950 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 996181 Permit pin number 996181 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 322 UNPB PLUMBING UNDERGROUND 10-1000 311 PL03 SEWER 20 312 PL04 TUB SET 1000 313 PL05 PLUMBING FINAL / / COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000415 BUILDING PERMIT NUMBER: 17-10000415 DATE: July 06, 2017 UNIT ADDRESS: ROCKY GROVE LN 412 21-19-30-510-0000-2950 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 412 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 295 SFR FEE BENEFIT RATE TYPE DIST SCHED UNIT RATE CALC UNITS UNIT TOTAL TYPE DUE ROADS-ARTERIALS CO -WIDE ORD Single Family HousingROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Single Family Housing FIRE RESCUE N/A 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family Housing SCHOOLS CO 54.00 1.000 dwl unit 54.00WIDEORD Single Family Housing PARKS N/A 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMO 00 UNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: @L/ PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO NOTIFY O R 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 VVV ) SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVE, BUT NOT LATER THANCERTIFICATEOFOCCUPANCYOROCCUPANCY. THE REQUEST FOR REVIEWMUSTMEETTHEREQUIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. 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 REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. 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. Parcel ID Number:2I-19-30-61Q -0000- &-W Prepared By Kidh Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT IIALOY? SEI'lINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER e:9 CLERK S It 2017OL9100 RECORDED 07/07/21317 0-3-*24.°>; r11 RECORDING FEES $10.130 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT J Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book O Page/1of the public records of Seminole County, Florida. Addresses : ( r f'!/ C- ( Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent : , J in Asa Wright Taylor Morrison of Florida c Sworn to and subscribed before me this by John Asa Wright o ' ersonally known to me. Notary Public DA Clark My commission expires: 6/27/19 Serial No FF 209108 AST '• '•" BY — DEPUTY CLERK OP.'flG'FF`0\9g\off 21 ? otary dgnature: ••Not rye 0 01,Nsen as 07 2n.-. 3TAnoO y CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: AIA kaGk G rby-& "lam Historic District: Yes No X Parcel ID: 27-19-30- 510-0000-..A(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 LOT NUMBER: e2jS' Plan Review Contact Person: Daphne Clark Title: Phone: _ 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: N/A Address: Fax: State License No.: CBC1257462 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: lam, 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 wi11 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: 5th Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with/allaplicable laws regulating construction and zoning. Z-Zz, Signature Owner/Agent bat Signa of Contractor/Agent Dat TAYLOR MORRISOWE RL.ORIDA INC Print Owner/Agent's N 1illlZl, Signature ofNota,611SAWIorida Da e sc,".:`;Biv D. A. CLARK MY COMMISSION # FF 209108 EXPIRES: June 27,2019 grFOR Bonded Thru Budget Notary Servkese°o-,9T JOHN ASA WRI Print ContracW-Ajr-y- Signature o of -State of Florida Dateary ppV pU o D. A. CLARK MY COMMISSION # FF 209108 EXPIRES: June 27, 2019r ' nR F no-`Op Bonded Thru Budget Notary Ser*es Owner/Agent is YES Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID N1A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [2 Electrical [g' Mechanical o PlumbingB Gas Roof Construction Type: Occupancy Use: Q-3 Flood Zone: -5 A•TTACc'-N Total Sq Ft of Bldg: ID -19 I Min. Occupancy Load: I q # of Stories: 2- New Construction: Electric - # of Amps —'o Plumbing - # of Fixtures ;; Fire Sprinkler Permit: Yes No ER # of Heads Fire Alarm Permit: Yes No 1 6 APPROVALS: ZONING: Z UTILITIES: Ff L.ak-l% WASTE WATER: COMMENTS: ENGINEERING: M- CC FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. N?,g°4 ime. BUILDING: C- I- lq-11 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # f I - 14c9(" Address: BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence G/o (Lovr- c) ELECTRICAL PERMIT Min Max Inspection Description lb e 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 MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphneCa)permitspermitspermits.com Property Address: 412 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0950 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) wV 0 4'' i b OFFICIiAL! USEmw4 --Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number 120294 0055 F Map Date: September 2a, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-1906 Reviewed by: Michael Cash, CFM Date: June 29, 2017 Application for Right -of -Way Use for Driveway,Walk& Landscape ORID Walkway ansca p c —1877 —,1 Department of Planning & Development Services www.sanfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. '` Know whars below. IN"0vOr Cali before you dig. 1. Project Location/Address: TIA / d row, 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date G / r /+ Coomplpletion Date Emergency Repairs 4. Brief Description of Work: oXIA AM 56K IVG''V &=A It Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: /)Ll Date: 4-aI / This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: aep[emoer zoio ROW Use Dnveway.pdf taylor morrison Homes Inspired by You TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June 1 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots in Phases 4 and 5 Address:. A 1 Z. 6_0(Y_A,. CfYOV &tt Lot #: /M 6 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- Owner I Signature Brian Brunhofer President, Taylor Morrison of Florida, Inc. P in d Name S)gnature t- &_ CGi I STATE OF FLORIDA l yL- COUNTY OF ORANGE / Printed Name The foregoing instrument was acknowledged before me this /S/`day off 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is perso k q . Notary Public, State of Morida =* ; •°'° : Q_ 1 • ;o FFtM242PrintName: G9r Ao• .0 My Commission Expires: 09+•' :a8od` '` ,,9`.•e wi,:. O `moo eay Z 70/ 7 '! i/a'iiii, o i RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot295ThorntlrookeManchesterAGRE 41/a ifar,/ L4101e, Builder Name: TAYLORMOR ISON 3AStreet: Permit Office: /z 0 O i _, } 6 SA City, State, Zip: FL, 9A K Permit Numb 1 7 - Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone ' 1. New construction or existing New (From Plans) 9. Wall Types(2706.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1277.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1277.00 ft2 6. Conditioned floor area above grade (ft2) 2138 b. N/A R= ft2 c. R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(336.2 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 427.6 a. U-Factor: Dbl, U=0.34 272.23 ft2 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 43.5 SEER:15.50 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 43.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.523 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1277.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 ft2 b. Conservation features b. Raised Floor R=19.0 78.00 ft2 None c. other (see details) R= 42.00 ft2 15. Credits Pstat Glass/ Floor Area: 0.157 Total Proposed Modified Loads: 62.90 PASS Total Baseline Loads: 68.76 1 hereby certify that the plans and specifications covered by Review of the plans and 04T1194E S-r this calculation are in compliance with the Florida Energy specifications covered by this Code. - calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: ____ . 317/17 _ __ this building will be inspected for compliance with Section 553.908 I hereby certify that this building, a designed, is in compliance Florida Statutes. t 5 COD withtheFloridaEnergyCodeG//%% WE Z OWNER/ AGENT:- _ - - Lc_. BUILDING OFFICIAL: DATE: --- -. DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/ 7/2017 3:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot295ThornbrookeManchest Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2138 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2138 19669.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infi1ID Finished Cooled Heated 1 Main 2138 19669.6 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor Main __-- ____ 78 ft2 19 0 0 1 2 Floor over Garage Main ____ --__ 42 ft2 19 0 0 1 3 Slab -On -Grade Edge Insulatio Main 117.6 ft 0 1157 ft2 0.18 0 0.82 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1428 ft2 320 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC RBS IRCCV # Type Ventilation Vent Ratio (1 in) Area 1 Full attic Vented 300 1277 ft2 Y N 3/7/2017 3:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1277 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt__ To_ Wall-Type Space R-Value Ft In- F.t-In_ Area-_ R_Value Er coon. Absor._ Grade% 1 N Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 ft2 0 0 0.6 0 3 E Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 5 0 9 4 46.7 ft2 0 0 0.6 0 5 SE Exterior Concrete Block - Int Insul Main 4.1 5 8 9 4 52.9 ft2 0 0 0.6 0 6 S Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul Main 4.1 37 6 9 4 350.0 ft2 0 0 0.6 0 8 W Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 10 Garage Frame - Wood Main 13 24 9 9 4 231.0 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SE Wood Main None 25 2 10 8 22.7 ft2 2 Wood Main None 25 2 10 6 8 18.9 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 0 in None None 2 n 2 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in None None 3 e 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None None 4 S 6 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in None None 5 s 6 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in None None 6 s 7 Vinyl Low-E Double Yes 0.34 0.31 9.1 ft2 1 ft 0 in 11 ft 8 in None None 7 w 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None None 8 w 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in None None 9 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in None None 10 W 9 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft2 9 ft 0 in 0 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ft2 451 ft2 64 ft 8 ft 1 3/7/2017 3:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000292 1639.1 89.99 169.23 .2627 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 43.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15.5 43.5 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 427.6 ft Main 106.9 ft Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj ]Jan r j Feb [ Mar HeatinjX] Jan fX] Feb [XMar A r jj Apr j jj Ma [` X]] Jun jXj Jul rj Aug Xj Se [ j Oct j Mayl 1Jun r ]Jul [ ]AuSep [ ]Oct H Nov Nov Dec X] Dec Ventin [ ] Jan [ ] Feb [ X Mar X] A r [[ Ma [ ] Jun [ j Jul [ ] Au Se [X] Oct Nov Dec 3/7/2017 3:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/7/2017 3:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 91 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Raised Floor c. other (see details) FL, New (From Plans) 9. Wall Types Insulation Area a. Frame - Wood, Exterior R=13.0 1377.00 ft2 Single-family b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft2 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1277.00 ft2 2138 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 272.23 ft2 a. Sup: Attic, Ret: Main, AH: Main 6 427.6 64.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 43.5 SEER:15.50 ft2 2.523 ft. 0.312 Insulation Area R=0.0 1157.00 ft2 R=19.0 78.00 ft2 R= 42.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. - 7 Builder Signature: Date: ii' Address of New Home: `41r, R 0( 6 FavC, L4 PA, City/FL Zip: kBtu/ hr Efficiency 43. 5 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat yGF THBkST.q?o. n Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/ 7/2017 3:26 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL -AIR Manual S Compliance Report MMNN • = CONDITIONING 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 Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 32762 Btuh Latent gain: 5114 Btuh Total gain: 37876 Btuh Estimated airflow: 1450 cfm Job: Lot295ThornbrookeMan... Date: 6/4/2014 By: FJF Entering coil DB: 76.7°F Entering coil WB: 63.3°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBX27UH-042-230'++TDR Actual airflow: 1450 cfm Sensible capacity: 33483 Btuh 102% of load Latent capacity: 6063 Btuh 119% of load Total capacity: 39546 Btuh 1040%of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 26994 Btuh Entering coil DB: 69.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBX27UH-042-230'++TDR Actual airflow: 1450 cfm Output capacity: 39236 Btuh 145% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.0 kW 101 % of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Wr2017- Mar-0714:58:40 lhtsofts _ 9Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 CC l ...chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E Job: Lot295ThornbrookeMan... DEL -AIR Component Constructions Date: 6/4/2014 HEATING •AIR CONIMIONINO Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: TAYLOR MORRISON Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' Btuh/ft-F ft-°FBtuh Btu h/ft' Btu BtuhW Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht n 374 0.091 13.0 2.58 962 2.34 875 e 240 0.091 13.0 2.58 618 2.34 562 s 398 0.091 13.0 2.58 1024 2.34 931 w 200 0.091 13.0 2.58 515 2.34 469 all 1211 0.091 13.0 2.58 3119 2.34 2838 n 330 0.201 0 5.69 1875 4.35 1435 e 47 0.201 0 5.69 265 4.35 203 se 30 0.201 0 5.69 171 4.35 131 s 341 0.201 0 5.69 1938 4.35 1483 w 158 0.201 0 5.69 897 4.35 686 all 905 0.201 0 5.69 5147 4.35 3938 212 0.091 13.0 2.58 546 1.44 306 n 45 0.340 0 9.62 433 12.4 560 e 30 0.340 0 9.62 289 35.7 1072 s 15 0.340 0 9.62 144 12.6 189 w 30 0.340 0 9.62 289 35.7 1072 w 40 0.340 0 9.62 385 35.7 1429 all 160 0.340 0 9.62 1540 27.0 4322 n 39 0.340 0 9.62 374 12.4 483 w 58 0.340 0 9.62 561 35.7 2082 all 97 0.340 0 9.62 935 26.4 2565 s 6 0.340 0 9.62 58 12.4 75 s 9 0.340 0 9.62 88 13.9 127 wri htsoftR 2017-Mar-0714:58:40 9 Right-Suite®Universal 2017 17.0.16 RSU24011 Page 1 ACC A...chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" w 64 0.580 0 16.4 1050 18.4 1180 gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ftwindow ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type se 23 0.390 0 11.0 250 12.0 272 n 19 0.390 0 11.0 208 12.0 227 all 42 0.390 0 11.0 459 12.0 498 Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 1277 0.032 30.0 0.91 1156 1.42 1808 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, amb ovr 78 0.050 19.0 1.41 110 0.71 55 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 42 0.050 19.0 1.41 59 0.71 30 22A-tpl: Bg floor, light dry soil, on grade depth 118 0.989 0 28.0 3291 0 0 wri htsoftw 2017-Mar-0714:58:40 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCA...chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E Project Summary Job: Lot295ThornbrookeManDEL-AIR ... Date: 6/4/2014 HEATING - AIRCONGRIONING Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON Notes: RVSD 6/6/16 JA LS 6/17/16 JA LS 3/7/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 22281 Btuh Ducts 4713 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 26994 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Cooling Area (ft2) 2138 2138 Volume (W) 22293 22293 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 152 78 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-042-230-19 AHRI ref 7045034 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF Backup: 9 HSPF 43500 Btuh @ 470F 27 OF 1450 cfm 0.054 cfm/Btuh 0.40 in H2O Input = 8 kW, Output = 27292 Btuh, 100 AFUE Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 25655 Btuh Ducts 7107 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 32762 Btuh Latent Cooling Equipment Load Sizing Structure 3654 Btuh Ducts 1460 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 5114 Btuh Equipment total load 37876 Btuh Req. total capacity at 0.75 SHR 3.6 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-042-230-19 Coil CBX27UH-042-230`++TDR AH R I ref 7045034 Efficiency 13.0 EER, 15.5 SEER Sensible cooling 32625 Btuh Latent cooling 10875 Btuh Total cooling 43500 Btuh Actual air flow 1450 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.40 in H2O Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Mar-07 14:58:40wrightsoft" Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1ACCP...chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E DEL --AIR Right-J® Worksheet r.-AMCGROM M Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277111 PPhhNDlo ION6NGax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name Entire House family rm 2 Exposed wall 270.6 it 32.0 it 3 Room height 9.2 it 9.3 it heat/cool 4 Room dimensions 15.0 x 17.0 it 5 Room area 2434.5 ft2 255.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 I-C 12C-Osw 0.091 n 2.58 2.34 419 374 962 875 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 45 0 433 560 0 0 0 0 W 13A-20cs 0.201 n 5.69 4.35 369 330 1875 1435 159 159 902 690 6 2A-2ov 0.340 n 9.62 12.44 39 0 374 483 0 0 0 0 11 W 12C-Osw 0.091 a 2.58 2.34 270 240 618 562 0 0 0 0 I 3 2A-2ov 0.340 e 9.62 35.73 30 0 289 1072 0 0 0 0 W 13A-20cs 0.201 a 5.69 4.35 47 47 265 203 0 0 0 0 VL_D 13A-2ocs 0.201 se 5.69 4.35 53 30 171 131 0 0 0 0 11 DO 0.390 se 11.04 11.99 23 23 250 272 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 419 398 1024 931 0 0 0 0 2A-2ov 0.340 s 9.62 12.44 6 12 58 75 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 15 26 144 189 0 0 0 0 V/ 13A-2ocs 0.201 s 5.69 4.35 350 341 1938 1483 0 0 0 0 I -a 2A-2ov 0.340 s 9.62 13.92 9 0 88 127 0 0 0 0 V612C-Osw 0.091 w 2.58 2.34 270 200 515 469 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 30 0 289 1072 0 0 0 0 26-2fv 0.340 w 9.62 35.73 40 0 385 1429 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 280 158 897 686 140 76 432 331 2A-2ov 0.340 w 9.62 35.73 58 0 561 2082 0 0 0 0 2A-2ovd 0.580 w 16.41 18.44 64 120 1050 1180 64 60 1050 1180 P L-D 12C-Osw 0.091 2.58 1.44 231 212 546 306 0 0 0 0 11 DO 0.390 n 11.04 11.99 19 19 208 227 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 1277 1277 1156 1808 0 0 0 0 F 2OP-19t 0.050 1.41 0.71 78 78 110 55 0 0 0 0 F 2OP-19t 0.050 1.41 0.71 42 42 59 30 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1158 118 3291 0 255 32 896 0 6 c) AED excursion 2628 1234 Envelope loss/gain 17555 20369 3280 3434 12 a) Infiltration 4726 1497 570 181 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 2410 1 10 Subtotal (lines 6 to 13) 22281 25655 3851 4535 Less externalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22281 25655 3851 4535 15 Duct loads 21 % 28 % 4713 7107 10 % 100/0 385 453 Total room load 26994 32762 4236 4988 Air required (cfm) 1450 1450 228 221 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Mar-07 14:58:40 Right-SuiteO Universal 2017 17.0.16 RSU24011 Page 1 chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E MDEL--AIR Right-JO Worksheet nwme.. m coamnomm Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327COND71 Phone: F 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name mstr rm mstr loth 2 Exposed wall 29.0 ft 11.5 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 15.0 x 14.0 It 1.0 x 91.0 ft 5 Room area 210.0 ft2 91.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/Wt 01`) Btuh/f?) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vf! 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 j 13A-20cs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 W 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 W t-D 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0 0 0 0 0 1N 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 I G 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 131 131 743 568 107 107 610 467 I-G 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B-2fv 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 Vu 13A-20cs 0.201 w 5.69 4.35 140 82 465 355 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 58 0 561 2082 0 0 0 0 I_ C 2A-2ovd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 210 29 812 0 91 12 322 0 6 c) AED excursion 817 21 Envelope loss/gain 2580 3822 932 446 12 a) Infiltration 517 164 205 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 3097 4816 1137 511 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3097 4816 1137 511 Duct loads 1100/ 10 % 310 482 10% 10% 114 51 r Total room load 3406 5298 1251 562 Air required (cfm) 183 234 67 25 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C A wrigllt50ft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-07 1 Page 2 chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E 1 DEL -AIR Right-JO Worksheet Entire House DEL -AIR HEATING &AIR 531 CODISCO WAY, SANFORD, FL327711 PhND40077ION6NGax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name utility pwdr 2 Exposed wall 6.0 It 10.5 It 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 6.0 x 6.0 ft 6.0 x 5.5 ft 5 Room area 36.0 ftz 33.0 ftz Ty Construction U-value Or HTM Area (w) Load Area (ft') Load number Btuh/ft? °F) Btu ft) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vf! 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 13A-20cs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 W 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 47 47 265 203 W p 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 tW 13A-2ocs 0.201 s 5.69 4.35 56 56 318 244 51 42 240 184 1, 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 9 0 88 127 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B-2fv 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 13A-20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 PI - L-D 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 36 6 168 0 33 11 294 0 6 c) AED excursion 34 2 Envelope loss/gain 486 210 887 511 12 a) Infiltration 107 34 187 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 593 843 1074 571 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 593 843 1074 571 15 Duct loads 10 % 100/0 59 84 10 % 100/0 107 57 Total room load 653 928 1181 628 Air required (cfm) 35 411 63 28 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrigF tsof[' 2017-Mar-07 1 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E Z DEL -AIR Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING CODISCO WAY, SANFORD, FL 3277111 Phone: 46ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name mstr we mstr wic 2 Exposed wall 0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 3. 5 x 6.5 it 22. 8 ft2 5. 5 x 10.0 it 55. 0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft?'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V+1 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 L - G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 I-- G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 LG12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2ov 0.340 e 9.62 35.73 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0 0 0 0 0 DV612C- Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 V?/ 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B- 2fv 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 13A- 20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 PI 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 L- D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 23 0 0 0 55 0 0 0 6 c) AED excursion 0 0 Envelope loss/gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 5 Subtotal ( lines 6 to 13) 0 5 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct loads 10% 100/0 0 0 10%1 100/0 0 0 Total room load 0 5 0 5 Air required (cfm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright5oft` 2017-Mar-07 14:58:40 A- f& Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 chesterAGRE\ Lot295Thorn brookeManchesterAGRE.rup Cale = MJ8 House faces: E DEL --AIR Right-JO Worksheet COMMMIM Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL327C9ND71 hone: 407ION6NGax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name dining rm kitchen 2 Exposed wall 10.0 it 18.6 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 15.0 x 10.0 it 1.0 x 305.0 it 5 Room area 150.0 ft2 305.0 it2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vi/ 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 93 54 310 237 117 117 663 508 L-G 2A-2ov 0.340 n 9.62 12.44 39 0 374 483 0 0 0 0 11 W 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 53 30 171 131 D 11 D0 0.390 se 11.04 11.99 0 0 0 0 23 23 250 272 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 5 5 27 20 I-' 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B-2fv 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 13A-20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 2.58 1.44 0 0 0 0 231 212 546 306 11 DO 0.390 n 11.04 11.99 0 0 0 0 19 19 208 227 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 150 10 280 0 305 19 520 0 6 c) AED excursion 39 107 Envelope loss/gain 963 681 2385 1356 12 a) Infiltration 178 56 332 105 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 1142 968 2718 2661 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1142 968 2718 2661 Duct loads 10 % 10 % 114 97 10% 100/0 272 266 r15 Total room load 1256 1064 2990 2927 Air required (cfm) 67 47 1 161 130 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. WrigttttsoR Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-07 1 Page 5 chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJS House faces: E DEL --AIR Right-JO Worksheet Job: Lot295ThornbrookeManche... UMB-AMCUKDMNM Entire House Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277111 PPhhND40 ION665F 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name open to below rm 2 2 Exposed wall 32.0 it 26.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 15.0 x 17.0 it 15.0 x 11.0 it 5 Room area 255.0 ft2 165.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12C-Osw 0.091 n 2.58 2.34 153 153 394 359 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 Val 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 W 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 I 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 W VJ 13A-20cs13A- 20cs 0. 201 0. 201 a se 5. 69 5. 69 4. 35 4. 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0 0 0 0 0 D12C- Osw 0.091 s 2.58 2.34 0 0 0 0 99 99 255 232 2A- 2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 Val 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 I - a 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 VV 12C-Osw 0.091 w 2.58 2.34 135 95 245 223 135 105 270 246 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 30 0 289 1072 C- G 26- 2fv 0.340 w 9.62 35.73 40 0 385 1429 0 0 0 0 13A- 20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 PI 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 L--- D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 255 255 231 361 165 165 149 234 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 568 426 Envelope loss/gain 1254 2940 963 2209 12 a) Infiltration 550 174 447 142 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1804 3114 1410 2351 Less externalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1804 3114 1410 2351 15 Duct loads 139°/ 1 52°/ 698 1628 39°/ 52% 545 1229 Total room load 2502 4742 1956 3579 Air required (cfm) 134 210 105 156 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fIG A -Fk wrightsoft` 2017-Mar-07 14:58:40 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 6 chesterAGRE\ Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E 1 DEL -AIR Right-M Worksheet WTM-AM`GRUM M Entire House DEL - AIR HEATING &AIR 531 CODISCO WAY, SANFORD, FL 3277111 PPhhND40 ION6NGax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name bth 2 loth 3 2 Exposed wall 8.0 ft 12.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 6.0 x 8.0 ft 6.0 x 12.0 ft 5 Room area 48.0 ft2 72.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (f12) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yJ 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W 13A-20cs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 L.- G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 1N 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 L 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 W L- D 13A- 2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0 0 0 0 0 V612C- Osw 0.091 s 2.58 2.34 72 66 170 155 108 108 278 253 2A- 2ov 0.340 s 9.62 12.44 6 6 58 75 0 0 0 0 2A- 2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 I- G 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 V612C- Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B- 2fv 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 13A- 20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 48 48 43 68 72 72 65 102 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 13 16 Envelope loss/gain 271 284 343 339 12 a) Infiltration 137 44 206 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 409 328 550 404 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 409 328 550 404 Duct loads 391% 52% 158 171 399/6 52°% 212 211 r Total room load 567 499 762 615 Air required (cfm) 30 22 1 41 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AC41- wrig htsofC 2017-Mar-07 14:58:40 A Right -Suite® Universal 2017 17.0.16 RSU24011 Page 7 chesterAGRE\ Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E DEL -AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 PPhhND4071ON665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 33.0 It 4.0 it 3 Room height 9.0 it heat/cool 9.0 It heat/cool 4 Room dimensions 1.0 x 161.8 It 4.0 x 5.0 If 5 Room area 161.8 ft2 20.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/Wt 01`) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vf/ 12C-Osw 0.091 n 2.58 2.34 63 63 162 148 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 j 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 W 12C-0sw 0.091 a 2.58 2.34 126 111 286 260 36 36 93 84 I- G 2A-2ov 0.340 a 9.62 35.73 15 0 144 536 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 1-1) 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 108 93 240 218 0 0 0 0 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 15 13 144 189 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 13.92 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B-2tv 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 Val 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 L C 2A-2ovd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 PI - L-D 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 162 162 146 229 20 20 18 28 F 20P-19t 0.050 1.41 0.71 78 78 110 55 0 0 0 0 F 20P-19t 0.050 1.41 0.71 29 29 41 21 9 9 13 7 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 71 5 Envelope loss/gain 1274 1585 124 114 12 a) Infiltration 567 180 69 22 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1841 1764 192 135 Less externalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1841 1764 192 135 Duct loads 390/6 52% 712 922 390/6 52% 74 71 r Total room load 2553 2687 267 206 Air required (cim) 137 119 14 9 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C wrightsoft` 2017-Mar-07 14:58:40 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E DEL --AIR remote • M r:oxmnoraN Right-M Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 295ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 ft 10.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 12.0 x 12.0 ft 15.0 x 10.5 ft 5 Room area 144.0 ft2 157.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (W) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V+1 12C-Osw 0.091 n 2.58 2.34 108 93 240 218 95 65 166 151 2A-2ov 0.340 n 9.62 12.44 15 0 144 187 30 0 289 373 tV)/ 13A-20cs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 I-; 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 11 W 12C-Osw 0.091 a 2.58 2.34 108 93 240 218 0 0 0 0 I 2A-2ov 0.340 a 9.62 35.73 15 0 144 536 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0 0 0 0 0D 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 tV/ 13A-20cs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 I-i 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B-2fv 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.41 18.44 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 1-D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 144 144 130 204 158 158 143 223 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-19t 0.050 1.41 0.71 3 3 4 2 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 58 31 Envelope loss/gain 902 1307 597 716 12 a) Infiltration 412 131 180 57 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) 1315 1437 778 773 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1315 1437 778 773 15 Duct loads 39% 52% 508 751 39% 1 52% 301 404 Total room load 1823 2189 1079 1178 Air required (cfm) 98 97 58 52 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed. i4C= wrightsOft- 2017-Mar-0714:58:40 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E RDEL--AIR Right-JO Worksheet Job: Lot295ThornbrookeManche... HUff=-WCOMMMI"'° Entire House Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277111 PPhhNDloCONDITIONING 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name stairs 2 Exposed wall 3.5 it 3 Room height 9.0 it heat/cool 4 Room dimensions 1.0 x 253.5 it 5 Room area 253.5 ft2 Ty Construction U-value Or HTM Area (W) Load Area Load number Btuh/Wt *F) Btuh/ft2) or perimeter (it) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6VL_G12C-Osw 0.091 n 2.58 2.34 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 y! 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 I-; 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 11 W 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 I G 2A-2ov 0.340 a 9.62 35.73 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 y/ 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 11 DO 0.390 se 11.04 11.99 0 0 0 0D 12C-Osw 0.091 s 2.58 2.34 32 32 81 74 2A-2ov 0.340 s 9.62 12.44 0 0 0 0 2A-2ov 0.340 s 9.62 12.61 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0L:2 213-2fv 0.340 w 9.62 35.73 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 2A-2ovd 0.580 w 16.41 18.44 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 11D0 0.390 n 11.04 11.99 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 254 254 230 359 F 20P-19t 0.050 1.41 0.71 0 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 17 Envelope loss/gain 311 415 12 a) Infiltration 60 19 b) Room ventilation 0 0 13 Internal gains: Occupants @a 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 1371 434 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 371 434 15 Duct loads 39°/ 52% 143 227 Total room load 514 661 Air required (cfm) 28 29 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C A _ rk wrightsoft` 2017-Mar-07 14:58:40 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 10 chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc =MJB House faces: E DEL -AIR Duct System Summary WMNB amCONDmOPUND 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 Job: Lot295ThornbrookeMan... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.40 in H2O 0.40 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply / return available pressure 0.170 / 0.170 in H2O 0.170 / 0.170 in H2O Lowest friction rate 0.205 in/ 100ft 0.205 in/ 100ft Actual air flow 1450 cfm 1450 cfm Total effective length (TEL) 166 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk loth 2 h 567 30 22 0.436 4.0 Ox 0 VIFx 8.0 70.0 bth 3 h 762 41 27 0.415 4.0 Ox 0 VI Fx 12.0 70.0 dining rm h 1256 67 47 0.250 6.0 Ox 0 VIFx 41.3 95.0 st2 family rm h 4236 228 221 0.229 8.0 Ox0 VIFx 53.7 95.0 st2 kitchen h 2990 161 130 0.262 7.0 Ox 0 VIFx 34.6 95.0 st2 loft h 1079 58 52 0.338 6.0 Ox 0 VIFx 15.5 85.0 sti mstr loth h 1251 67 25 0.215 5.0 Ox 0 VIFx 48.0 110.0 st3 mstr rm c 5298 183 234 0.205 8.0 Ox 0 VIFx 55.9 110.0 st3 mstr we c 5 0 0 0.212 4.0 Ox 0 VIFx 50.5 110.0 st3 mstr wic c 5 0 0 0.217 4.0 Ox 0 VIFx 46.4 110.0 st3 open to below c 4742 134 210 0.308 8.0 Ox 0 VI Fx 25.5 85.0 SO pwdr h 1181 63 28 0.253 5.0 Ox0 VIFx 39.6 95.0 st2 rm 2 c 3579 105 158 0.400 7.0 Ox 0 VIFx 15.0 70.0 rm 3 h 1823 98 97 0.301 6.0 Ox 0 VIFx 28.0 85.0 st1 rm 3 wic h 267 14 9 0.306 4.0 Ox 0 VIFx 26.1 85.0 sti rm 4 h 2553 137 119 0.374 7.0 Ox 0 VIFx 20.8 70.0 stairs c 661 28 29 0.438 6.0 Ox 0 VIFx 7.6 70.0 utility c 928 35 41 0.251 4.0 Ox 0 VIFx 40.3 95.0 st2 ti Wiht$Oft$ 2017- Mar-0714:58:42 l 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ACCA... chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 305 368 0.301 675 10.0 0 x 0 VinlFlx st3 Peak AVF 250 260 0.205 588 9.0 0 x 0 VinlFlx st2 st2 Peak AVF 804 726 0.205 576 16.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1450 1450 0 0 0 0 Ox 0 VIFx Wi 1t$Oft$ 2017-Mar-0714:58:42 I 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCA...chesterAGRE\Lot295ThornbrookeManchesterAGRE.rup Calc = MJ8 House faces: E FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot295ThornbrookeManchesterAGRE Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 3/7/2017 2:47 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 3/7/2017 2:47:06 PM EnergyGauge® - USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot295ThornbrookeManchesterAGRE Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2138 sq.ft. Cond. Volume: 19670 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data i HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): E LA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: 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. yoF VE S7,,g1 0 0 A1cOD we BUILDING OFFICIAL: DATE: 3/7/2017 2:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL , MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 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 AAMAIWDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (MandatoryNI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 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 test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/7/2017 2:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 3/7/2017 2:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 3/7/2017 2:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 3 of 3 v o 42X42 A/C SLAB,,, I CFLM Tat CID BY B L D R MIN , AT aAFF. AFF:Cz 2' FROM WALL ------- ---------- 0 N CID A/c i < o PAD I 9ortaloFLxra LANAI eorrmaLxm. ----------------- - I E ---' — 4T 7-0' AFF. 18'-0'x8'-0' aT V-V AFF. E L Oe'-4'rxr.Hr. i 3.5 TON W/SKW @240V 1PH I O U W ATN TDn I 18x13 plea I I V l6 U ara-0 gj• auxa I platform by I I O4FliElSbldrIIQOs (6 scaleK FM Q/8'=1'0' axA I SL 1L 7a[T-•I 12 STOW 30VM ID. AT TO i 'YPL WL W.AATTV dw- rc.--- HD. AT 1'-8' tfiUELB ABY,M Ff. xa 12 / S wauEj ToRlaf / roraaxoOW13' '- 10' MOWFAMILY ROOMBEDROOM2 9'- 4• FLA CLG. 14'- 8'x18'-0' 11'-10100'-4' 14x14 rag 2-STORY VOLUME 9 . -X FLAT CLG. 14x8 lwcd 235 160 12x12 r 12x6Iwcd8' 14 sw m 7, Q 2 220 eaw7 Z m Q p' / lOx w 5 1 4 1 gO' 12x12 rag 14x8 lwcd rr5' 7-kdr-8 8 x 4 I — — — — — R 365ia' - l rO R F" 3 bath duct I ATTIC 1 Du I210 U) to Wall cap °' 3 8" LAC11 8-, > \ \ 4 9c 4 ( ,:f c LJJ W \ w /fan 8x4 lw Ox6 Iwcd DI G ROOM 4 lwcd O H I 14- x1o'-o• 20 8' Q \ \ \ ON 4? HlD9 9e11 TOWER I 45 9'- FLAT CLa ap 4T' H A 9' am T00"ER- WH 6'4 3' bath duct bV11.7 `" MAUSCMRSATD „ H to roof cap 10• LOFT WREN Fi- F-- 9ai w/fan 4x18 rag 6' S0 9'-o Fuietta< 1` 1 rnrnT-- ws Isx4_ 1x cDL 'AL Nutone 696RNB 1Ox61wcd ^4 4' dryer duct Raa. to roof cap Ufll 40 FROM ^ — w/ dryer vent box FLAT CLa Rpm y g _I I y WW 7- 0 B ^ sT. 6 C I DCP I BATH Clfi cw 130 r-0 30 / 12x6 Iwcd p ate° 6' 0 lwcd stro 7' 7'kitchen vent 95 Fur Cla to roof cap 5 8x4 cd 6' 10x6 Iwcd 10 6 Iwcd 4 4' 30 Y4 12x12 rag as ss ^ , 4r-0 14x14 ra OOM3 89l 9'- 0• Fur a.G. AH z RAWE oHc ~ Y to Raft ATE — — NHAM 12x6 Iwcd 9' RJ5 Yb' 0 jLxmare PA9A MIS O 4 120 80 4 1 d 1--I W x RDMALW CFFtao ( 12x12 rag 16' RG a I ' J Raaeaev. a I ENTRY 9'-4' PLT. H7._--- BED 100M4 waii i W I I11•- C'xll'-6' Lc----J' 9'-0' FLAT CLG. I A7IIC AClEaB TDnRAT IEADR I L l u J i I g. A. ATV- r AFF. GARAGE I O Z /LJ V'\ CD Transfer ducts/ rilles sized In 9'-e x20'-o' CD I \ lJ compliancewithF orida Residential 9-4 PLr. HT. i _j U \ Building Code - M1602. 4 Balanced I I z 0 "t LL- Return Air, exceptions1-3. Builder s I I ue cF raRaM DOOR x aFe1 FCBRKx must provide unrestricted 1 Inch r----------------- --- - I I Q \ undercut on doors to habitable I I J ~ kD LL rooms. I I Ro,: ing z O r eH WER To SW 14 I — 16-0x1- 0OHGnRArf DOCK rORRAN ROfat I ' N m fLAN Dreem I I W > Z To. I I Z p LL FAft DRNE/LEAD 93uc i I J Q f- m ~ Q I I Ii J O Q X Must have a minimum clearance of 4 inches a nd the air handler per the State Energy code, All duct has an r=6 Insulation val-----------------r---- ---- ! m —1 (n C) 0 r RECORD COPY 00 J p1NG GcPA- opou., Ba'i TAYLOR MORRI! j HOUSE TYPE: M THORNBROOKE LOT 295 IST FLOOR J41A I/ A j r I i L4V TAYLOR MORRISON HOUSE TYPE: MANCHESTER THORNBROOKE S.F. LOT 295 2Nd FLOOR s 3" WASTE LINE FROM 2NQ FLOOR TERMINATING TO THE 1ST FLOOR DESCRIPTION AS FURNISHED: Lot 295, THORNBROOKE PHASE 4, os recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florido. 6P PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc.a &_ RECORD COPY ZONfN DATE 2 LOT 296 S 75,03' PC) LOT 300 I N 00010' 44" W 40.00' LOT 295 26.80' 34.80' 3.0,X3.0' 16.0' AC fL'TJ-1 o LANAI 5.00' 30.0' 5.00, Q C PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS GIs PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 24.7' +} PROPOSED GRADE PER CONSTRUCTION PLAN ++ LAv PROPOSED RESIDENCE MANCHESTER - A 2 CAR GARAGE RIGHT 7' 3 16' DRIVE 25.20' 25.20' 10' UTIL. ESMT. 5' CONC. WALK 3' FLARES B.B.)S 00010'44" E 40.00' ROCKY GROVE LANE 50' RIW) TRACT I UTILITY & ACCESS R/W BUILDING SETBACKS: FRONT = 25' REAR = 15' SIDE = 5.0' SIDE CORNER = 10' Ok to construct single family home with setbacks and impervious area shown on plan. 5.00, O o O O a) C\Z N , a 5.00' LOT 294 PLOT PLAN ONLY* NOT A SURVEY) L01 4,800 SQ.Fr. LIVING 1,157 SQ.F'T. GARAGE 451 SQ.FT. ENTRY 74 SO. FT. LANAI 128 SOFT. BREEZEWAY = N/A SQ.FT. DRIVEWAY 403 SOFT. A/C PAD 9 SQ.FT. WALKWAY 73 SQ.FT IMPERVIOUS= 47.8 2,294 SQ.FT. SOD 2.506 SQ.FT. OFF LOT AREA CALCULATIONS: R/W 440 SOFT. APRON 110 SQ.FT. SIDEWALK 200 SQ.FT. SOD 130 SO. FT. TOTAL AREAS: PROPOSED INFORMATION SHOWN AREA = 5,240 SQ.FT. BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO.FI. AND/OR INSTRUCTIONS PER SIDEWALK = 273 SOFT. CLIENT NOT FIELD VERIFIED SOD = 2,636 SOFT. CRUSEINffEJM?-SCOTT ASSOC.7 INC. - LAND SURVEYORS LEGEND - LEGEND - P PLAT P.OL POINT 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TYP. ON LINE TYPICAL NOTES., IP. IRON PIPE PR.C. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR. C.N. IRON ROD CONCRETE MONUMENT P.C.C. RAM POINT OF COMPOUND CURVATURE RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5I-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STA7UT.S ET LR. I/2' I.R. •/BLB 1596 N.V NON- RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.H. POINT OF BEGINNINGPOINTFPOINT CALCAL' CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.C. OF COMMENCEMENT PITH PERMANENT REFERCNCE MONUMENT 4• NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENTERLINE FF, FINISHED FLOOR ELEVATION 5. IBIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. NAD RIWESM NAIL L DISKWarRIGHTEASEMENT B.S.L. B.H. BUILDING SETBACK LINE BENCHMARK 8. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. EASEMENT N. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING BB -) DRAIN, DRAINAGE 8. a"AT10NS, IF' SHOWN, ARE BASED ON NAT70M L GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9, CERTIFICATE OF AUTHORIZATION No. 4520. CLFC. V 0. C. CHAIN LINK FENCE WOOD FENCE C/D CONCRETE BLOCK SCALE 1 1• - 20'— DRAWN BY: ' P.C. P.T. OESL, PONT OF CURVATUREIPONTOFTANGENCY DESCRIPTION CERTIFIED BY: DATE ER No. ....... ......... „ L ARCTLENGTH PLOT PLAN 03-10-17 1064-17 D DEL A REVISED PLOT PLAN 05-31-2017 C.S. CHORDCHORD BEARING NORTH THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN - -- --µ- - ••..... THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TOM GRUSE MEYER, R.L.S. / 4714 ZONE . X. MAP / 12117C 0055 F. ES W. SCOTT. R.LS 1 4801 RECOio COPY i G Sri Row Orlando, 2153 Premier FL 32809 407-812-1822 Fax 407-812-7171 1 t LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP LDING NEC CODE #D2 ©) BUILDER TAYLOR MORRISON SAN`OR0 HOUSE PLAN MANCHESTER OEFA' 2138 SQFT GENERAL LIGHTING X 3 VA PER SO FT 414 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 33860 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23860 VA x . 4 9544 VA TOTAL NET GENERAL LOAD 19544 VA 3.5 TON HEAT PUMP #1 27.6 AMP X 240 VA = 6624 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 8 KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19544 VA NET TOTAL HEAT 11824 VA TOTAL LOAD 31368 VA CALCULATED LOAD FOR SERVICE 31368 VA 1240 V= 130.70 AMP ISO AMP SERVICE 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: TB0295 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610 4115 Customer Info: Taylor Morrison Project Name: TB0295 Model: Manchester A Lot/Block: 295 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 62 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seat# Truss Name Date No. Seal# Truss Name Date 1 T10664810 1 C01 3/16/17 118 JT10664827IF19 3/16/17 11 T10664811 1 CO2 1 3/16/17 119 1 T10664828 J HR01 1 3/16/17 13 1 T10664812 1 C04 1 3/16/17 120 1 T10664829 1 H R02 1 3/16/17 !, 14 1 T10664813 1 F01 1 3/16/17 121 1 T10664830 1 H R03 1 3/16/17 15 1 T10664814 1 F02 1 3/16/17 122 1 T10664831 1 H R04 1 3/16/17 I 16 1 T10664815 I F03 1 3/16/17 123 1 T10664832 1 H R05 1 3/16/17 17 T10664816 04 16/17 124_-T10664833 J01 _ 3/16/17_ 18 1 T10664817 1 F05 1 3/16/17 125 I T10664834 I J02 1 3/16/17 j 19 I T10664818 I F06 1 3/16/17 126 I T10664835 I J03 1 3/16/17 110 1 T10664819 1 F07 1 3/16/17 127 T10664836 1 J04 1 3/16/17 Ill I T10664820 F08 1 3/16/17 128 I T10664837 I J07 1 3/16/17 112 1 T10664821 F09 _L3/16/17 29 I T10664838 J08 3/16/17 113 1 T10664822 F10 1 3/16/17 130 I T10664839 I J09 1 3/16/17 114 1 T10664823 F11 __ 3/16/17 131 I T10664840 I J10 3/16/17 1 115 T10664824 1 F12 1 3/16/17 132 I T10664841 I J11 1 3/16/17 116 1 T10664825 1 F17 1 3/16/17 133 I T10664842 I J12 1 3/16/17 1 117 1 T10664826 1 F18 1 3/16/17 134 I T10664843 I J13 1 3/16/17 j 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: Lee, Julius 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 jurisdictions) 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. gp6 1 SANF: 0? 0 01111111111111 UL1US G E N S i No 34869 3 : TATE OF 0 <(/ 0 ''• , O R ` O `_, 110111111111100 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa fl 33610 Date: Lee, Julius March 16,2017 1 of 2 RE: TB0295 - Site Information: Customer Info: Taylor Morrison Lot/Block: 295 Address: City: Sanford Project Name: TB0295 Model: Manchester A Subdivision: Thornbrooke No. TSeaI# Truss Name Date 135 1 T10664844 J 14 _ 3/16/17 136 I T10664845 I J 15 1 3/16/17 1 137 I T10664846 I J16 1 3/16/17 138 I T10664847 I J 17 1 3/16/17 139 I T10664848 I J 18 1 3/16/17 140 I T10664849 I J 19 1 3116/17 41 1 T10664850 1 Rol 1 3/16/17 J 142 1 T10664851 1 R02 1 3/16/17 143 1 T10664852 1 R03 1 3/16/17 144 1 T10664853 1 R04 1 3/16/17 145 1 T10664854 1 R05 1 3/16/17 1 146 1 T10664855 1 R07 1 3/16/17 J 47 1 T10664856 1 R09 1 3/16/17 148 1 T10664857 1 R10 1 3/16/17 149 1 T10664858 1 R11 1 3/16/17 150 1 T10664859 1 R12 1 3/16/17 1 151 1 T10664860 1 R13 1 3/16/17 152 1 T10664861 1 R14 1 3/16/17 153 1 T10664862 1 R15 3/16/17] 154 1 T10664863 I R16 1 3/16/17 155 1 T10664864 1 R17 1 3/16/17 156 1 T10664865 1 R20 1 3/16/17 157 1 T10664866 1 R21 1 3/16/17 158 1 T10664867 1 R22 _ 3/16/17 159 1 T10664868 1 R23 1 3/16/17 60 1 T10664869 1 RF03 1 3/16/17 161 1 T10664870 1 V01 1 3/16/17 162 1 T10664871 1 V02 1 3/16/17 State: Florida 2 of 2 Job Truss Truss Type city Ply T10664810 7bo295 GABLETool I} I IJob Reference (optional) suers nrsraource, Tampa, nanr wy, rronaa aa000 0148 110-IItZR.Psk'v`:4iU":rPr••,-nb -HhbP RV w 4 2 _S2--`.Na_wd9YZ 7 ao^:=d_aNpQ 0, 1-8 Scale = 1:24.9 1- 4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-8 9-4-0 10-8-0 12-0-0 13-4-0 14-8-12 r 1- 4-0 1-4-0 1-4-0 0 1-4-0 1-4-6 1-3-8 1-4-0 1-4-0 1-4-0 1-4-12 Plate Offsets (X Y)-- f6:0-1-8 Edgej (18:0-1-8,Ed6e1 LOADING( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 75 Ib FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-8-12. Ib) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 9) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is Lased only upon parameters shown, and Is for an individual building component not a truss system. Before use, the [wilding designer roust verify the a"Alcabillty of design parameters and properly Incorprxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' isalwaysrequiredforSIONlRyandtopreventcollapsewithpossiblepersonalinjuryandpror>erty do moire. For general guicknce regarding the tabrication, storage, delivery, erecror. anKd brac:irrt7 of trusses and truss oyster n s, seeANSI/71 i Quality Criteria, DSB-69 and SCSI Building Component F904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T/0664811 TB0295 CO2 iFloor Truss t 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11 *52:03 2017 Page 1 10, :av7G"'7 sk'fiUZ"vPtij=.......:-Hhup4H=RHw4zG . __._ _A•tJe?rwd0__1 __aNpi LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 45 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No-2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3('ffat) REACTIONS. All bearings 9-0-4. lb) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. la(03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parareters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with posslhAo personal injury and property dorrrage. For general guldance regording the fabrkx; tlon, storage, delivery, erecflon and bracing of Trusses and truss systems. seeANSI/TPI i Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East B :•d. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type sty Ply T10664812 T80295 C04 Floor Truss 1 IJob Reference (optional) burraers "rsraource, i arnpa, rianr uny, rrorraa ss000 0" a<.vv cv i r rayn , ID:pvi:0!Rpsi- YMiUZvPti=mb K-I,'aHd_3=Q l-Pn o H7=2Y;:aR9;'y;2X8o =aNpa Scale = 1:18.6 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 1 9- 11-4 9- 11-4 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 50 lb FT = 20 % F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-11-4 lb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ( 8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss systefn. Before use, the building designer must verify the applicability of design p aramei ers and properly incor}:,orale this design into the overall wilding design. Bracing indicated Is to prevent tackling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always recluirod for slob ility and to rxeveni coilopse with r,ossible r>erxcxxrl iniury and r- r-rly damage. For aeneml guidance regarding the fabrication, stosuge., delivery, ereeflon arm, brcxang Of trusses anShd trussysterns, seeANSI/TP11 Quality Criteria, DSB-89 and 6CSi Building Component -4 Parke East Blvd. Safety Information available from Truss Piale Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty f'lY T70664813 TBO295 F01 Floor Truss Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H 2-6-0 1-3-0 1.5x3 II 1.5x3 = 1.5x3 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11 :52:04 2017 Page 1 iv:p•::1 'tZRPs:-: ...,__. i Ply=r b....-it:vi H(i_=EGLd'u EfiYavH. _2TOa=•:i i xPj•i M0370 pa i 1 5 12 1.5x3 II 1.5x3 II 2-6-0 018 ca'Id = 1:25.4 1.5x3 I 1.5x3 = 3x6 = 17 0 14-8-12 14-8-12 Plate Offsets (X Y)-- 11:0-1-8 Edqe] j12:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) 0.09 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) 0.13 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/T P12007 Matrix) Weight: 81 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=787/0-3-8, 14=793/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1430/0, 3-4=-1837/0, 4-5=-1837/0, 5-6=-1837/0, 6-7=-1445/0 BOT CHORD 13-14=0/1122, 12-13=0/1706, 11-12=011837, 10-11=0/1716, 9-10=0/1142 WEBS 2-14=-1309/0, 7-9=-1320/0, 7-10=0/481, 6-10=-429/0, 6-11=-47/385, 2-13=0/489, 3-13=-439/0, 3-12=-37/394 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. I0103/201S BEFORE USE. Design valid for use only with MiTek6.9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appAicabilify of design rxirarneters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and truss systems, se.eANSI/TPi 1 Quality Criteria, 0313-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pb T10664814 TS0295 iF02 IFloor Truss 1 f ij Job Reference (optional) owioars rnsaoww, Tampa, r:am c. ny, rwnaa -a i•_^^.:p::1G:^_•i'RFs:Yt AiU rFt:7zmC = IuBEHd_-'•2EC0._:._:.. •2K5 atU_ :4 atvpF 0-1-8 Fi 1-3-0 2-6-0 5-1 i 2-6-0 ; Ox8 Scale = 1:25.4 1.5x3 II 1.5x3 = 1.5x3 1.5x3 = 4x6 = 3x6 = 1.5x3 11 1.5x3 II 3x4 = 4x6 = 1.5x3 = 1 2 3 4 5 6 18 7 8 17 0co 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.19 10-11 905 360 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Verl 0.28 10-11 613 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) PLATES GRIP MT20 244/190 Weight:81 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x4 SP No. 1(flat) except end verticals. WEBS 2x4 SP No.3(ftat) BOT CHORD Rigid ceifing direcffyapplied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1893/0-3-8, 14=938/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1298/0, 3-4=-2520/0, 4-5=-2520/0, 5-6=-2520/0, 6-18=-2063/0, 7-18=-2063/0 BOT CHORD 13-14=0/757, 12-13=0/1825, 11-12=0/2520, 10-11=0/2539, 9-10=0/1542 WEBS 2-14=-1168/0, 2-13=0/859, 3-13=-837/0, 7-9=-2307/0, 7-10=0/827, 6-10=-756/0, 6-11=-323/434, 3-12=0/937, 4-12=-323/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-14=-10, 1-18=-100, 8-18=-490(F=-390) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabliity of design Ixxameiers and rxoppriy incorprxate this design into the overall M!! building design. Bracing indicated is to ixevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek is always required for slobility anti 10 rxevent collapse with rxrssit.le rrersorxrl infury oral property tkrrnoge. For general guidtaice rogording the tabricaron, storage, delivery, erection and bracing of tru sse-s and truss sysierns, Se:eANSi/TPi i Quality criteria, DSB-89 and 8csi Building component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. ( Tama, FL 33610 Job Truss Truss Type Qty Ply T10664815 T60295 F03 Floor Truss 1 1 1 Job Reference (optional) mullaers rrstaource, lampa, cram uny, ruonaa ssobb 2 11 0-t-8 2-6-0 r 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1 2 e hp.'."?rpt: ._ vgC)b =GaS':fsaiHiF:ay-NpO 1-3-0 01111118I '' Sca e - 1:19.3 1.5x3 II 1.5x3 1.5x3 3x4 = 1.50 = 3 4 5 6 0 a 6 v — b0 09 6 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.13 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) 0.27 9-10 493 240 BCLL 0.0 Rep Stress Incr YES W B 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=594/0-3-8, 10=600/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1050/013-4— 1050/0, 4-5=-1050/0 BOT CHORD 9-10=0/794, 8-9=0/1050, 7-8=0/811 WEBS 2-10=-926/0, 2-9=0/385, 5-7=-936/0, 5-8=0/476, 4-8=-279/0 13 3x6 = PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20 %F, 11 % E 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- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design txirai neters and properly incorrwAate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' k always required for stability and to rxevent collapse with possible personof Injury cm d property darnoge. For {jrenerol guidonce regarding the fabrication, storage, 0e.livery, erection and bracing of misses and tnrss systems, sec-ANS11711 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. ( Tampa, FL 33610 Job Truss Truss Type Oty IJ.b Tt 0664816 TB0295 j F04 Floor Truss 1ference optional) tsuilaers rirslsource, i ampa, viani a ry, rionaa sabbb 1 1.5x3 11 a r:p is evio rvnee ix usnra, i u. inui io nae:w mir rays i p'd1 n- R lift ... rrptS:rVQ:VgC_...SnIsaiHiti:':'=aNpn 2 3x4 = 3 1.5x3 11 Scale = 1:10.0 3x4 = 3x4 = 3-6-8 3-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.00 5 .. 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) 0.03 4-5 >999 240 BCLL 0.0 Rep Stresslncr NO WB 0.21 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 20 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 5=597/0-4-0, 4=597/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 4-5=0/677 WEBS 2-5=-849/0, 2-4=-849/0 Structural wood sheathing directly applied or 3-6-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (4) 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5= 10, 1-3=-100 Concentrated Loads (lb) Vert: 2=-818 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the appiicahility of design p arainefers and poperly Incorpoicde this design into the overall wilding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' k always required for stability and to prevent Collapse, with possible persorxrl Injury oast rxoperfy ciounoge. For general guidonce regarding the tobricalbn, storage., delivery, erectionarc] bracing of trusses and truss systems, seeANSii iri i Ouairty Criteria, D36-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664817 TBO295 FOS Floor Truss 1 1 I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:06 2017 Page 1 ID:p:-1GOLRPskYtvli11 __.•:.P1i,_.._....-h .xiJ%J -87,:xI BehQq a'pi+r0._,_'•.pN 0- 1-8 i 2- 6-0 1-3-0 2-1-12 2-6-0 0 8 cal4 = 1:26.6 16 15 1. Sx3 II 1. 5x3 = 1.5x3 11 1. Sx3 = 1.5x3 11 1.5x3 11 1.5x3 = xx s id6' 1 19 11 10 15- 4-12 15- 4-12 Plate Offsets (),Y)-- (11:0-1-8 Edgel (12:0-1-8 Edgej LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(ILL) 0.14 10-11 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) 0.19 10-11 961 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) 3x6 = PLATES GRIP MT20 244/190 17 Weight: 82 lb FT = 20 % F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 9=823/0-3-8, 14=830/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1519/0, 3-4=-2001/0, 4-5=-2001/0, 5-6=-2001/0, 6-7=-1536/0 BOT CHORD 13-14=0/1183, 12-13=0/1825, 11-12=0/2001, 10-11=0/1835, 9-10=0/1205 WEBS 2-14=-1380/0, 7-9=-1392/0, 7-10=0/526, 6-10=-475/0, 6-11=-2/476, 5-11=-277/0, 2-13=0/534, 3-13=-485/0, 3- 12=0/488, 4-12= 282/0 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Mrr•EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorpoiato this design into the overall buliding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braclrlg is always required for stob ilfty and to p' teveni colianse with possible personal in¢rry and property dornage. For general guidance regarding the tabdcatton, storage, delivery, erection and bracing of trusses and truss systerns, seeANSii TPI l Quality Criteria, DSB-8? and BCSi Building component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandrla, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply rlossasta TBo295 F06 Floor Truss 1 1I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.eav s Apr ra zvto mi i m mausmes, inc. ^i nu mar 16 i i:52:06 Zvi r rage i 0-1-8 Fi 2-6-0 1-3-0 2-0-12 0-4-0 Scale = 1:26.6 18 17 1.5x3 II 1.50 = 1.50 = 1.50 1 1.5x3 11 6x8 = el 0 tr 6 15 14 13 12 11 10 4x6 = 13-9-12 15-0-12 15-4-12 13-9-12 1-3-0 0-4-0 Plate Offsets (XY)-- j13:0-1-8 Edgel (14:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.13 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) 0.17 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 84lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=818/0-7-4, 9=818/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-1492/0, 3-4=-1948/0, 4-5=-1948/0, 5-6=-1948/0, 6-7=-1467/0, 7-8=-571/0, 8-9=-575/0 BOT CHORD 15-16=0/1164, 14-15=0/1787, 13-14=0/1948, 12-13=0/1778, 11-12=0/1137 WEBS 2-16=-1358/0, 2-15=0/520, 3-15=-469/0, 3-14=-4/462, 4-14=-268/0, 9-11=0/904, 7-11=-880/0, 7-12=0/523, 6-12=-494/0, 6-13=0/477, 5-13=-270/0 NOTES- (7-10) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parainefers shown. and Is for an individual building component, not a truss system. Befere use, the building designer i trust verify the applicab slily of design parameters and property incorporate this design into the overall t AbWldingdesign. Bracing indicated Is to prevent tuckting of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek• is aiwnvs rc.rnrtrExl for stability and to prevent collapse with p'x ssitAe personal injury and property dcim ge. For general guidance regarding theta7brkaiior. storage, delivery, ereciton and bracing of f1;55e?5 and trss syte s, seeANSii1Pit Quality Criteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. I Tampa, FL 33610 b Truss Truss Type Oty Ply T1066481 30295 F07 Floor Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 MiTak Industries, Inc. Thu Mar 16 11:52:07 2017 Page 1 pv RP_U MiU_... ,_ ....- S•ir ._xL9b..9zGDx=_!.pgv _ G-20 na0___r.pr 0-1-8 20 19 H 1 2-6-0 1-3-0 2-6-0 2-0- 12 2-6-0 Scale = 1:32.9 1.5x3 1.5x3 = 1.5x3 = 4x6 = 3x6 FP= 3x8 = 1.5x3 iI 1.5x3 3x4 = 3x8 = 5x6 = 1.5x3 1 2 3 4 5 6 7 8 9 10 3x6 = 4x6 = 3x6 = 3x4 = 3x8 MT20HS FP = 4x6 = 3x4 = 1.5x3 SP = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.38 14-15 589 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) 0.57 14-15 396 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.75 HOrz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 98 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) *Except* TOP CHORD 1-3: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 31(flat) *Except* BOT CHORD 11-13: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 11 =1 503/0-4-0, 18=1150/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2294/0, 3-4=-2294/0, 4-5=-3772/0, 5-6=-3772/0, 6-7=-3772/0, 7-8=-3545/0, 8-9=-2235/0 BOT CHORD 17-18=0/1 706,16-17=0/2876, 15-16=0/3772, 14-15=0/3801, 13-14=0/3225, 12-13=0/3225, 11-12=0/1238 WEBS 2-18=-1991/0, 2-17=01935, 4-17=-924/0, 4-16=0/1226, 5-16=-413/0, 9-11 =-1 910/0, 9-12= 0/1584, 8-12=-1572/0, 8-14=0/507, 7-14=-407/0, 7-15=-394/529 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 13 = 11 % 4) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 597 lb down at 15-3-0 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 11- 18=-10, 1-10=-100 Concentrated Loads ( lb) Vert: 8=- 597(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1 "3/2015 BEFORE USE. Design valid for use only with MITekW connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the ar plicabillty of design parameters and Ixoperly Incorporate this design Into the overall wt bUlding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with p ossIble personal iniury and property dornoge- for {enrol guidance regarding the fabrication, storage, delivery, erec !for. and baaclr rg oItrrsses and truss systems, se, eANSl1TIP i 19uaIffy Criteria, D S B - 6 9and 6CSI Building Component 6904 Parke Last Blvd - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T10664820 TB0295 FOB Floor Truss 1 1 Job Reference (optional) Builders FlrsiSource, Tampa, Piam uay, Fionoa a3566 1— ^P. .a—i m::— 1. 11- 1 , —, —We ID:p•,:1GOIL:yPsiNf•Ai1;7r.,;oryl_;;;t:; h:-3S•iJvfOxl9v'i8_r=%='-'vguN1':`7(U^-2;=;-;cv=_aNp!Yi 0-1-8 2-6-0 1 1-3-0 2-6-0 , i1-11-8 2-6-0 2-6-0 2-6-0 r 1-9-8 2-6-0 -1-8 H ' ' T Scale = 1:52.0 1.5x3 11 1.5x3 1.5x3 = 4x6 = 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3 11 3x6 FP= 1.5x3 11 1.5x3 11 1.5x3 1, 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 3115 c} 28 41{ 27 26 25 24 23 22 21 20 19 18 17 16 3x6 FP = 3x6 = 4x6 = 18-9-4 18-9-4 30 0 29 Plate Offsets (X Y)-- f 17:0-1-8 Edgej (18:0-1-8 Edgej [23:0-1-8 Edge], [24:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.21 24-25 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.31 24-25 >709 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.05 16 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 154lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) `Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 or purlins, except 1-8: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. 1(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 16-21: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=404/0-7-4, 19=1934/0-4-0, 26=907/0-7-4 Max Grav16=493(LC 7), 19=1934(LC 1), 26=936(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1793/0, 3-4=-2567/0, 4-5=-2567/0, 5-6=-2567/0, 6-7=-2053/0, 7-8=-1174/0, 8-9=-1174/0, 9-10=0/1438, 10-11 =0/1 438,11-12=-738/202, 12-13=-738/202, 13-14=-738/202 BOT CHORD 25-26=0/1358, 24-25=0/2188, 23-24=0/2567, 22-23=0/2377, 21-22=0/1719, 20-21 =0/1 719, 19-20=-184/600, 18-19=-639/274, 17-18=-202/738, 16-17— 54/630 WEBS 10-19=-279/0, 2-26=-1585/0, 2-25=0/690, 3-25=-627/0, 3-24=0/519, 9-19=-1913/0, 9-20=0/961, 7-20— 918/0, 7-22=0/574, 6-22=-571/0, 6-23=0/607, 5-23=-314/0, 11 -1 9=-1 243/0,11-18=0/829, 12-18=-350/0, 14-16— 735/63 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." V WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE, Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the aplAcablllty of design parameters and profx:rly Incogxgate this riesign Into, the overall mn building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always recnrirecf for stability and 10 prevent aoliolpse with rxrsUt>le personal inirrry and prof>F:rty damage- For general guldonce regarding the fabrlcaflon, storage, delivery, erection and bracing of misses and truss syberr.s, set.AN5i/TFi 1 Quality Criteria, DSB-89 and BCSi Building Component `904 Parka East av` Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 T10664821 TB0295 IF09 Floor Truss 0-1-8 2-6-0 1-3-0 _ 2-6-0 2-3-1 1.5x3 11 1.5x3 = 1.5x3 = 1 28 27 26 1.5x3 11 1.5x3 11 2 3 4 5 6 1 I 1 1 Job Reference (optional) 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 If 52:08 2017 Page 1 1 D: lav IG-0tzPlmsAYAiliZTvPti,_.b K-e1 Ji7?t a6cT5ib?IYCnc=DH7 ObRt'AUii_."ijVIA z,_aNfjl 2- 6-0 2-6-0 2-6-0 11 2-6-0 -1-8 tale = 1:52.0 4x6 = 3x6 FP = 1.5x3 11 1.5x3 I 1.5x3 I 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 3x6 FP = 3x6 = 4x6 = 3 iE 1, 5x3 11 1. 5x3 = 1. 5x3 = 3115 30 0 of29 16 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.24 24-25 >925 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.36 24-25 >635 240 BCLL 0.0 Rep Stress Incr YES W B 0.56 Horz(TL) 0.05 19 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 154 lb FT = 20 % F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1- 8: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.1(ffat) 'Except' BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. 16- 21: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 16=368/0-7-4, 19=1960/0-5-11, 26=917/0-7-4 Max Uplift16=-19(LC 3) Max Grav16=481(LC 7), 19=1960(LC 1), 26=941(LC 10) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1806/0, 3-4=-2586/0, 4-5=-2586/0, 5-6=-2586/0, 6-7=-2008/0, 7-8=-1086/0, 8- 9=-1086/0, 9-10=0/1543, 10-11 =0/1 543, 11-12=-694/272, 12-13=-694/272, 13- 14=-694/272 BOT CHORD 25-26=0/1367, 24-25=0/2204, 23-24=0/2586, 22-23=0/2356, 21-22=0/1654, 20-21 =0/1 654, 19- 20=-168/489, 18-19=-740/261, 17-18=-272/694, 16-17=-100/602 WEBS to- 19= 278/0, 2-26=-1595/0, 2-25=0/697, 3-25=-631/0, 3-24=01528, 9-19=-1951A 9- 20=0/986, 7-20=-942/0, 7-22=0/597, 6-22=-598/0, 6-23=0/641, 5-23=-340/0, 11- 19= 1271/0, 11-18=0/854, 12-18=-358/0, 14-16=-703/116, 14-17=-267/142 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 16. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mifek(D connectors. This design is based only upon parameters shown, and is for an individual building component not a truss sysfei n. Before use, the building designer must verify the applicability of design Ixxarnefers and properly incogxxate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent Ixaclnr MiTek• k always rwItArod for stability and to prevent collopse, with po%MNP persorxrl inirxy and property dornage. For general guidance regarding the fabricoflon, storage:, delivery, erecllon and bracing of trusses and it rss systems. Ser:ANSI/iri i Quality Criteria, DSB-89 and BCSi Building Component -904 Parke "cast Blvd. Safety Information available from Truss plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664822 TBO295 F10 Floor Truss 1 1 ` I Job Reference (optional) MIQWs Nrs urce, Tampa, ram a y, nvnua oa000 0-1-8 Hi 2-6-0 'r 1-3-0 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = j 1 2 3 c( 29 ialj 28 27 26 25 3x6 = 4x6 = IC:p i:0'ZRP__Yf i=.._ K-6r; 87e..,..JSgF.._.JO1k1 .r:FvTH Z @1NpK 1-9-1 2-6-0 2-6-0 ii 2-6-0 1-11-15 2-1-8 8tale = 1:52.0 1.5x3 1.5x3 = 1.5x3 II 1.5x3 I 3x6 FP= 4x6 = 1.5x3 1.5x3 1.5x3 = 4 5 6 7 8 9 10 11 12 13 14 3215 24 23 22 21 20 3x6 FP = 4x6 = 19 18 17 3x8 = 1.5x3 11 r9-10-1 8-9-11 16 31 0 30 Plate Offsets (X,Y)-- 12:0-1-8 Edge], j17 0-1-8 Edqe) (23:0-1-8 Edge], 124:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.27 22-23 >930 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) 0.42 22-23 >590 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.08 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 155lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffin, except 1-8: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. 1(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-21: 2x4 SP No.2(flat) 6-0-0 oc bracing: 18-19,17-18,16-17. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=306/0-7-4, 19=1860/0-5-11, 27=1079/0-7-4 Max Uplift16=-48(LC 3) Max Grav 1 6=407(LC 4), 19=1860(LC 1), 27=1091(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2171/0, 3-4=-3019/0, 4-5=-3498/0, 5-6=-3498/0, 6-7=-3498/0, 7-8=-2728/0, 8-9=-2728/0, 9-1 0=- 1680/0, 10-11=0/1103, 11-12=0/1103, 12-13=-520/397, 13-14=-520/397 BOT CHORD 26-27=0/1613, 25-26=0/2697, 24-25=0/3330, 23-24=0/3498, 22-23=0/3128, 21-22=0/2299, 20-21=0/2299, 19-20=0/1031, 18-19=-397/520, 17-18=-397/520, 16-17— 155/516 WEBS 10-19=-2127/0, 10-20=0/1069, 9-20=-1024/0, 9-22=0/710, 7-22=-669/0, 7-23=0/702, 2-27= 1883/0, 2-26=0/885, 3-26=-835/0, 3-25=0/511, 4-25=-494/0, 4-24=-132/555, 5-24=-283/16, 14-16=-603/180, 12-19=-1174/0, 14-17=-373/6 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 16. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING - Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IW312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component not a Iruss system. Before use, the building designer must verify the api-Acability of design prIrameters and properly Incorporate this design Into the Overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' k c>Iways required for stat><Ifly and to prevent colicx se with pocUtrle r>F;rsorn rl injury anti prorrerty ciarnage. for general guidance regarding the fabrication, storage, delivery, erecilon and brochrg of trusses and truss systems, seeANSiiTPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Nexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664823 TB0295 F11 Floor Truss 1 t I I Job Reference (optional) ounuais rnsr uurce, .umP., i y, rxniva .o oo 0-1-8 H1 260 1 7301 I!, D:p•::1 _,.!Lzo _.....,,__TvPt!;zmbHK-a1 •rSYh2n_-?acciru _ 4hP.S;`!mF'ir ._ aye ,_ aide: 2-6-0 1-6-0 1-0-1, 2-6-0 i 2-5-15 r 2-6-0 Q-1-8 I I ; S le = 1:50.6 3x4 = 4x6 = 3x4 = 3x4 = 3x6 FP = 3x4 = 4x6 = 4x6 = 2 3 4 5 6 7 8 9 10 11 28 27 26 25 24 23 22 21 20 3x6 = 4x6 = 3x4 = 3x4 = 3x4 = 302 MT20HS FP = 4x6 = 30 = 4x6 = 23-0-13 8-9-12 3x4 = 3x4 = 12 13 14 3315 32 0 31 cp 19 18 17 16 3x8 = 3x4 = r9-104 66-9-11-11 Plate Offsets (X,Y)-- 13:0-1-8 Edgej j14:0-1-8 Edge], 124:0-1-8 Edgej j25:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.36 24 759 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.56 24 489 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.12 16 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) i Weight: 157lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc puffins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3("fiaf) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=260/0-7-4, 19=1756/0-5-11, 28=1228/0-7-4 Max Up1ift16=-47(1_C 3) Max Gravl6=345(LC 4), 19=1772(LC 9), 28=1232(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2514/0, 3-4=-3603/0, 4-5=-4456/0, 5-6=-4456/0, 6-7=-4456/0, 7-8=-4153/0, 8-9=-4153/0, 9-10=-3421/0, 10-11=-2250/0, 11-12=-62/623, 12-13=-62/623, 13-14= 392/262 BOT CHORD 27-28=0/1846, 26-27=0/3155, 25-26=0/4026, 24-25=0/4456, 23-24=0/4392, 22-23=0/3892, 21-22=0/3892, 20-21=0/2933, 19-20=0/1535, 18-19=-262/392, 17-18=-262/392, 16-17=-262/392 WEBS 11-19=-2269/0, 11-20=0/1156, 10-20=-1107/0, 10-21=0/795, 9-21=-768/0, 2-28=-2154/0, 2-27=0/1061, 3-27- 1017/0, 3-26=0/711, 4-26=-672/0, 4-25=0/795, 5-25=-272/0, 14-16=-455/303, 13-19= 810/0, 9-23=0/433, 7-23=-441/0, 6-24=-300/132, 7-24=-299/527 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 16. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the appik ablllty of design parameters and properly Incorporate this design into the overall building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' k alwcm required for stability or,d to prevent collorw- with possible personal injury and property damage. For generol guidance regarding the tabricatian, storage-, deitvery, erecilon and bracing of trusses and truss systerns, see.ANSi/TPI1 Quality Criteria, DSB-89 and BCSi Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type fly PIY T10664824 TBO295 Floor Truss 1 1 1F12 I I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 1152,10 2017 Page 1 bH'r:-..._Yh _._a, ..__.hiJuiFEF4= .'Obk_-zaCdp_ p, 0-1-8 i 2-6-0 1-3-0 i. 1-6-1 5 2-4-13 Scale = 1 :41.3 1.5x3 II 1.5x3 = 1.5x3 = 1 22 21 20 1.5x3 II 1.50 li 2 3 4 1.5x3 II 3x6 FP= 1.5x3 11 1.5x3 11 1.5x3 1 5 6 7 8 9 10 11 23 12 19 18 17 16 15 14 13 3x6 = 3x6 FP— 10-10-11 W Plate Offsets ()Q)-- 14:0-1-8 Edge], j15:0-1-8 Edgej [18 0-1-8 Edge], (19:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.17 13-14 >880 360 MT20 244/190 TCDL 10.0 Lumber DOL -1 00 BC 0.66 Vert(TL) -0.32 13-14 >482 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 119 Ib FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=645/0-6-9, 17=1419/0-5-11, 20=519/0-7-4 Max Grav 1 3=672(LC 7), 17=1419(LC 1), 20=580(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-981/0, 3-4=-981/0, 4-5=-981/0, 5-6=0/726, 6-7=0/726, 7-8=0/726, 8-9=-1315/0, 9-1 0=-1 315/0, 10-11=-131510 BOT CHORD 19-20=0/765, 18-19=0/981, 17-18=-19/725, 16-17=-5/759, 15-16=-5/759, 14-15=0/1315, 13-14=0/911 WEBS 7-17=-268/0, 2-20=-892/0, 5-17=-1051/0, 5-18=0/562, 4-18=-251/0, 2-19=0/334, 8-17=-1179/0, 8-15=0/752, 9-15=-327/0, 11-13=-1063/0, 11-14=0/471 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING- Verffy desfgn parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MLL7473 rev. 101=015 BEFORE USE - Design valid for use only with MiiekO connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer must verify the afXilicat-ility of design parameters and properly incoip Nate this design into the overall Abuildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bxacing M iTek' k always required for stobiiity and io prevent collonse with possible pem-not injury orxl rxorxerN cknnc>{-re. f<x general guidance regarding the fabk-orlon. storage, deitvery. ereotfon and bracing or trusses and truss systems, seemisii TPi 7 Quality Cfllerla, DSB-89 and BCSi Building Component I 6904 Parke Iasi Safety Information available from Truss Plate Institute, 218 N. Lee Woof. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 lob Truss Truss Type Qty Ply T70664825 B0295 ' F17 Floor Truss 1 i Job Reference (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:11 2017 Page 1 ID:( .1__t'aP=syfv':'_I''vPIS; .-<1Hh:-2E-gi13Sn,"aR DmG 1Sn:--rvf,egfVUVlskzek':X9_7aN 10 0- 1-8 H 2- 6-0 1-4-8 Scale = 1:13.4 1, 5x3 1 3x4 = 1.5x3 11 1 2 3 3x4 = 4 1. 50 = i 1. 5x3 = L1 L17 6 t. 5x3 II 1.5x3 II 3x4 = 3x4 = 0 Plate Offsets (X,Y)-- j2:0-1-8 Edgel, f3:0-1-8,Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.04 5-6 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) 0.04 5-6 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 39lb FT=20%F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. lb/size) 8=371/0-7-4, 5=371/0-9-8 FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/0 BOT CHORD 7-8=0/423, 6-7=0/423, 5-6=0/423 WEBS 2-8=-491/0, 3-5=-491/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) " 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." A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. l aV312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the !wilding designer must verify the aplAicabllity of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web aril/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tobrk. afbn, storage., delivery, erecflon ani; bracing of !ruses and truss systems, secANSUTPl i Quality Criteria, DSB-69 and BCSi Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. i Tampa, FL 33610 Job Truss Truss Type PryIQty T10664826 TBO295 F18 Floor Truss t t Job Reference (optional) e A..r 19 201 C kliT f Inei„err,e Inn TIC„ Mar 1 C 1 7 Da..e 1 Buiidefs FlrsiSource, Tampa, darn Day, rrurrua 33566 610 .. •- -_... .... _.....,...._. ._' ...-.. __.. _y., Gnt7R. _kYR::.__ vvPtijzmc'r!'-2E4g113 S.SIN5P:E)-G1Snh.....chfS1V....._ekOX9zeP-pI 0- 1-8 H 2- 6-0 2-1-9 1-3-0 Scale = 1:17.0 M 10 1 . 5x3 11 3x4 = 1.5x3 11 3x4 = 1.5x3 11 1 2 3 4 5 1. 5x3 = 1. 5x3 — i 3x4 = 7 3x4 = 9- 0-1 LOADING ( psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.10 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(TL) 0.16 6-7 673 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 9=482/0-7-4, 6=482/0-9-9 FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/0, 3-4=-654/0 BOT CHORD 8-9=0/65417-8=0/654, 6-7=0/592 WEBS 2- 9=-759/0, 4-6=-691/0 3x4 = PLATES GRIP MT20 244/ 190 Weight: 48 lb FT = 20 % F, 11 % E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. SOT CHORD Rigid ceffing directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. l aV3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. [his design Is based only upon parameters shown, and Is for an indlvlduat building component, not a truss system. Before use. the building designer must vefify the ap Alcability of design parameters and properly incor;xxate this design into the overcall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iN iTek' is always rec;aired for sint>ilily and to preveni collapse with possftrle [>eruxxri injTay anti propedy darnaae. For general grridanc;e regarding the -- fabrkation, storage, delivery, erection and iwac ing of misses and muss systems, see.ANSii Tri 1 Quality Criterlo, DSB-89 and BCSI Building Component ca04 'rarke East Blvd. Safety Information available from Trrlss Plate Institute, 218 N. Lee Street Suite 312, Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664827 TB0295 Truss 1 1 i F19 (Floor Job Reference (optfonaq Buuaers rusraource, Tampa. Pram City, rronaa 33566 QPriD:pvi=.ot_R P-kYMi U7Td. t!iZTv`IIi-2E--_:1 .._. JR7_.ni.Ys"Jib •j5 ll. r?i t%. eF Oi.__a r 12 0-1-8 H 2-6-0 1-3-0 1-9-12 t 1-3-0 r Scale = 1:18.6 1.5x3 I 3x4 = 1.5x3 11 1.5x3 11 3x4 = 1.5x3 11 1 2 3 4 5 6 1.5x3 = 1 .5x3 i 4 f 3x4 = 9 c..n = 3x4 = 9-11-4 3x4 — LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) -0.09 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.23 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 53 lb FT = 20 % F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=533/0-7-4, 7=533/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-821/0, 3-4=-821/0, 4-5=-821/0 BOT CHORD 9-10=0/681, 8-9=0/821, 7-8=0/681 WEBS 2-10=-794/0, 5-7=-794/0, 5-8=0/333, 2-9=0/333 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only ulx>n parameters shown, and is for an individual building component, not a truss system. &:fore use, the building designer must verify the ar plicab ility of design parameters and properly Incorlxxate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing MiTek' K always required for stability and to prevent coliopse with possibie personal injury awl rxoperty darnoge. For gpnerol guidance regarding the fabrication, storage, delivery, erec8on and bracing of trusses and truss systerns, seeANSI/iPii Quality Cruetio, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. T10664828 T80295 HR01 jDiagonal Hip Girder 1 1 JobII Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:12 2017 Page 1 pvi1'r_RP3k:'.iiUZTvnr>-1b V _'Ah r..,Dn' 9StrD- 12kCEC?__„_.__aNpH 1-5-0 7-1-5 9-9-5 1-5-0 7-1-5 2-8-0 Scale = 1:21.0 2x4 it 4 2.83 F12 2x4 3 2 9 1 cct 4. 4 6• 6• 5 3x6 = 3x8 = 995 9-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.15 5-8 >771 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.47 5-8 >247 180 BCLL 0.0 Rep Stress Incr NO W B 0.15 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 39 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=387/0-10-15, 5=547/Mechanical Max Horz2=143(LC 4) Max Uplift2=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1026/29, 2-3=-592/225 BOT CHORD 2-5=-311/558 WEBS 3-5=-599/387 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 212 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=40(F=27, B=27)-to-9=35(F=25, B=25), 9=-5(F=25, B=25)-to-4=-132(F=-39, 8=-39), 6=0(F=10, B=10)-to-5= 49(F=-14, B=-14) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1W"015 BEFORE USE. Design valid for use only with MiTek®conneclors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Refire use, the !wilding designer must verify the applicat411fy of design parameters atxi properly Incogx:nate this design info the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Lc always required for slobilfiy and to prevent collapse with posdhlP personal inkaryand property dornage. For general guidance reaardirK,a the iabricali n, storage, delivery, ereclion and bracing of trusses and uuK, systems, seeANS11711 Quality Crileria, DSB-89 and SCSI Building Component 6904 Parke East B vd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tamp., FL 33610 Job Truss Truss Type Oty Ply T10664829J TB0295 HR02 Diagonal Hip Girder 111I Job Reference (optional) I Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:12 2017 Page 1 ID:pv1 GOt7RPsU=TvP'ijzmbHh 4Vr idCy;:-44AhDHrvrrO•^_•U233tC•T% iECgu-iT'4c_ai-pH 1- 5-0 6-2-11 _ 9-9-5 1- 5-0 6-2-11 3-6-10 2x4 II oxo — 3x6 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 7.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr NO I W B 0.17 BCDL 10.0 Code FBC2014ITP12007 Matrix-M) DEFL. in (loc) I/dell Ud PLATES GRIP Vert( LL) -0.17 5-8 >697 240 MT20 244/190 Vert( TL) -0.51 5-8 >229 180 Horz( TL) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 2=380/0-10-15, 5=553/Mechanical Max Horz 2=217(LC 4) Max Uplift2=-109(LC 4), 5=-253(LC 8) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1055/012-3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3- 5=-479/351 Scale = 1: 23.1 Weight: 43 lb FT = 20 Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 2= 54 Trapezoidal Loads ( pit) Vert: 2= 40(F=27, B=27)-to-9=35(F=25, B=25), 9= 5(F=25, B=25)-to-4=-132(F=-39, B=-39), 6=0(F=10, B=10)-to-5= 49(F=-14, B=-14) WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss systern. Before use, the building designer must verify the applicability of design parameters and {:acrperly Incoq OrOk' this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* I, always required for slot-illiy and to prevent collapse with posslt>le personal injury aril property dornaoe. For general guidance regarding the fubricatlor,, storage, ci mvery, erection and brucing of Trusses and muss Systerrw, seeANSi/bri t Quality Criteria, DSB-89 and BCSI Building Component 04 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 01Y PlY T70664830 T60295 HR03 Diagonal Hip Girder 1 1i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-5-0 2x4 = r.ovu s Apr iv eui o Mn ek mci—ries, inc. Thu Mar r o i ! az:! s 20 17 rage ! IC:pv1GOZRPs-'-PPiU'T•;Pti_T!bH'r;-_cHbs.=.i;aL6T P'-'._4w3g=E_=h;:1!;,y-•'c='' Scale = 1:10.8 3-5-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (iblsize) 3=29/Mechanical, 2=148/0-5-5, 4=18/Mechanical Max Horz2=80(LC 6) Max Uplift3=-60(LC 6), 2=-111(LC 6) Max Grav3=29(LC 1), 2=148(LC 1), 4=50(LC 3) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 111 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2= 3(F=25, B=25)-to-3=-47(F=4, B=4), 2=-O(F=10, 6=10)-to-4=-17(F=1, B=1) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1 m03/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not CA truss systern. Before use, the building designer must verify the applicability of design parameters and pioperty incorfx rate this design into the overall wilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent txacing MiTek• Ls always required for statrflity and to reveni collopse with possible personal injury owl Fxoperty damage. For general grudonce regarding the t,rk aiK,r, storage, delivery, erecflon and, bracing of trusses and, truss systems, seeANSiiT`ri l Quality Criieria, DSB-89 and BCSI Building Component 6904 Parke Last Blvd. Safety informahon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type QtY Ply T10664831 TBO295 HR04 j Diagonal Hip Girder 1 1 I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries. Inc. Thu Mar 16 11:52:13 2017 Page 1 7RPsk:•;.•riLl%T• =-- 4w':• _::... aNpG- 1-5-0-5-0 5-6-6 1-5-0 5-6-6 Scale = 1:15.7 2x4 II 2x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.04 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) 0.09 2-4 712 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=165/Mechanical, 2=196/0-5-5 Max Horz2=98(LC 6) Max Uplift4=-64(LC 8), 2=-119(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20 Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 119 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=-3(F=25, B=25)-to-3=-75(F=-10, B= 10), 2=-0(F=10, B=10)-to-4=-28(F=-4, B= 4) V WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1403WI5 BEFORE USE. Design valid for use only with Mllek® connectors. This design is Lased only upon parameters shown, and is for an individual building component• not a truss system. Before use, the building designer must verify the aprAicotAlity of design parameters and properly incogxnate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW k always reclrrired for stability ancf to prevvni aallcxxe with rxrsUtrie [rsarral in)rrry anal [xo[x-:rty ciarnage. For general guicicxx:e regarding the tzt rication. storage:, deilvery, erection and bracing of trusses and cuss systeros• seeANSUTPi 1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Ptate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. I Tampa, FL 33610 Job Truss Truss Type T10664832 TB0295 HR05 Diagonal Hip Girder f 1 1i Job Reference (optional) Builders FirstSource, Tama, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:14 2017 Page 1 D:PviG•^_•'RPskYA4iLl=TvPtijzmbHK-SPi_N25K.IT%4D?c7v4:.=1T- _0: :e.9Bfcya-`"a` - 1-5-0 6-2-11 9-9-5 - 1-5-0 6-2-11 3-6-10 Scale = 1:23.1 2x4 II 3X0 - 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr NO Code FBC2014/TP12007 CSI. TC 0.58 BC 0.83 WB 0.17 Matrix-M) DEFL. in Vert(LL) -0.17 Vert(TL) -0.51 Horz(TL) 0.01 loc) I/defl Ud 5-8 >697 240 5-8 >229 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=380/0-10-15, 5=553/Mechanical Max Horz 2=217(LC 4) Max Uplift2=-109(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1056/0, 2-3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3-5=-479/351 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27)-to-9=35(F=25, B=25), 9= 5(F=25, B=25)-to-4= 132(F=-39, B=-39), 6=0(F=10, B=1 0)-to-5=-49(F=-1 4, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design Ixaameters and properly incoily)iate this design into the overall wt building design. Bracing Indicated Is to Irevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek Is always requirwl for stobifily and to rxeveni collapse with rx>sslbie r>ersrxxri iniury and rxorxerty dornage. For general guidonce regarding the ricatlon, storage, delivery, erection ant; braciry'g o'i intssas arn; truss sysiams, sec-ANsi/ Tit l Quality criteria, DSB-69 and SCSI Building component J4 Parke East B;.d. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. I Tama, FL 33610 Job Truss Truss Type Qty Ply T10664833 TBO295 Jot Jack -Open Truss 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:14 2017 Page 1 C:~v1G0tzRPskYi: i l=T.. zmbHK-=pizN25KiiT?4v?c;v4r 1T^ksb i•'_•-Bicyg`UzaypP 1-0-0 0-10-15 - 1-0-0 0-10-15 2x4 = Scale = 1:7.7 0-10-15 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 4 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=27/Mechanical, 3=18/Mechanical, 2=91/0-8-0 Max Horz2=27(LC 8) Max Upliftl=-12(LC 8), 3=-11(LC 8), 2=-20(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1, 11 lb uplift at joint 3 and 20 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev, f0/0312015 BEFORE USE. Design valid for use only with Milek® connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the apr4icat lly of design pararneteis and popery hlcorf:arate this design Into the overall Wilding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always recluirecl for stability and to prevent collcxrse with rx)ssihle Personal injury and property dornoae- For general guidance regarding the iabricatlon, siorage. cieiivr:ry, erec iron and bracing of trusses and truss systems, weANSi/TPi l Quality Criteria, DSB-89 and BCSI Building Component ` . ,4 Parke East B-,-' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss pe Cty PlyT10664834 TB0295 J02 7—sp..Truss 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:14 2017 Page 1 ID:pvlG-O!7n. s.... iUZTVPtijzmbHP:-SpizN25 '.'..._._'vgdkiTPY_a7;d,_:_Yg=f!pF i -1-0-0 2-10-15 1-0-0 2-10-15 Scale = 1:9.4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-42(1_C 12), 2=-108(LC 8) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=o.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 108 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. IOV12015 BEFORE USE. Design valid for use only with Miiek® connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicatAllty, of design parareters and pioperly Incorporate this design Into the overall mu building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent b(aaltg MiTek is always reclulred for stability and to prevent collapse wilh possible rwasr)nol injury and property aknnoge. For general guidance regording the fabrication, storage, delivery, erection and brace 3 of it rSSes and truss Systems, seeANSi/TPI1 Quality Cnteria, DSB-69 and BCSi Building Component 004 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Oty Ply T10664935 TB0295 J03 Jack -Open Truss 1 I 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.ti4U s Apr 19 Lot 6 Mi I etc maustnes, Inc. I nu Mar 16 11:62:15 2017 Page 1 ID:pv1 ;tZRPskyM:11_ . 1t#mb K-w' O`_•zS--=T aohcbs4`J7i-- '?Ra1K,_GiD at:pE 1-o-0 4-10-15 1-0-0 4-10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 TCDL 7.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (fb/size) 3=111/Mechanical, 2=250/0-8-0, 4=45/Mechanical Max Horz 2=91(LC 8) Max Uplift3=-88(LC 12), 2=-118(LC 8) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.7 4-10-15 DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.02 2-4 >999 240 MT20 244/190 Vert(TL) -0.06 2-4 >869 180 Horz(TL) -0.00 3 n/a n/a Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - V.Hfy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. f0/0 12015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design partlrneters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M iTek' Is always reopirecl for stability and to proveni Collapse with possible pe sonol injury oral property cknnaae. For general guidance regordirtg the fabricatlon. storage, cieiivi-ry, efeciion and bracing of tnisses and miss Systems, seaANSii T:i I Quality Criteria, DSB-89 and BCSi Building component 6904 Parke East B-1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664836 TB0295 Jack -Open Truss 1 1J04 Job Reference o floral Builders FirstSource, Tampa, Plant City. Florida 33566 3x4 = 7.640 s Apr In 20i6 MiT.k uid—iu s, Inc. I nu mar r-o i i.52. i n 2r i r Faye I rD:ptit__.=RP_....--iUZT•vPuj-.'-FK-...JLb_P._zSc- Naohcbs'"1'1GgAFla! K.uGiDs-7aNpE Scale: 3/4'=l' LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.23 2-4 >340 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( Ib/size) 3=160/Mechanical, 2=324/0-8-0, 4=77/Mechanical Max Horz 2=121(LC 8) Max Uplift3=-112(LC 12), 2=-135(LC 8) Max Grav3=160(LC 1), 2=324(LC 1), 4=121(1-C 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss systern. Before use, the L"iding designer must verity the aprAlcot-Aityof design p ararneters and p or- ly Incorrx)rate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing Welk' Is always required for stability and to prevent collapse with possible pers. nob iniury and property damage. For general guidance regarding the fabrication. storage, delivery, eieofton and bracing of trusses and truss systems, seeANSU-m I Quality Criterfo, DSB-69 and SCSI Building Component 6904 Parka East B .•d. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa. FL 33610 T10664837 T80295 J07 Jack -Open Truss 1 1 1 Job Reference Plant City, Florida 33566 7.640 s Apr 19 20V D.p: I ^:-t7pP-_k.Yi:4U'TvPfi=mbHK 1-0-0 0-10-15 1-0-0 0-10-15 a 2x4 = 16 11:52:16 2017 IfH0A1 HUE:: F Scale = 1 :6.9 0-10-15 0-10-15 LOADING (psf) SPACING- 2-0-0 CT. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-i0/Mechanical, 2=121/0-4-0, 4=9/Mechanical Max Horz2=39(LC 12) Max Uplift3=-10(LC 1), 2=-57(LC 12) Max Grav3=12(LC 8), 2=121(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3 and 57 Ib uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design B based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verity the a{TAIcability of design parameters and properly Incorlxxate this design Into the Overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I MiTek• k always required for stability and to prevent collapse with pov<ibie personal iniury and rxorrr rfy damage. For general guidance regarding the fabrication, storage, delivery. erection ant; bracing of trusses and truss systems, see-Ai43I/TPI i Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ( Tampa, FL 33610 Job Truss Truss Type Qty Ply T70664838 j TB0295 J08 Jack -Open Truss 1 1iI I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 i.b4u s Apr 1B zulb Mr i ex mausines, inc. i nu roar iti 11:5za6 2011 Page 1 D:pvtGOtZRPs=Yf+=iUZTvP'rjzmbHh-PBtjok.76DrjjKX9_= 6 cjYbH(Gt.A1HU6wrsnOt iza`daD r -1-0-0 2-10-15 r 1-0-o 2-10-15 Scale: 1'=1' q of 2x4 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=59/Mechanical, 2=176/0-4-0, 4=27/Mechanical Max Horz2=82(LC 12) Max Uplift3=-57(LC 12), 2=-58(LC 12) Max Grav3=59(LC 1), 2=176(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 58 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101031201 S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, nor a truss system. Before use, the building designer must verity the applicability of design parcuneteis and plcgwerly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Ls always rc:cluirr-c1 for S1aI:NIIty and io prevent c:oliapse with [x ssiL le pE:rsoncll injury anti Ixo[lerty clarnage. Kx E1:neral guidance regarding the labrloallon, storage, delivery, erection ur d bracing of tnlSSes and tn15.i systems, s3eANSlITPl i Quality Criteria, DSB-64 and BCSi Building Component 6904 Parke East BIVd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. ( Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664839 T60295 J09 Jack -Open Truss Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.b40 s Hpr 18 ZUIt. MI i eK inausines, inc. i nu Mar Ib 1 t:b2:16 2011 Page 1 ID:cv7GOtZRPskYiv:iU=... ,?mc•....-PFtjek7oDwjjKk_ ._ScjYYfa_::Athu_.....DNza . _ 1-0-0 4-10-15 1-0-0 4-10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCDL 7.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=119/Mechanical, 2=244/0-4-0, 4=47/Mechanical Max Horz 2=1 26(LC 12) Max Uplift3=-107(LC 12), 2=-67(LC 12) Max Grav3=119(LC 1), 2=244(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:17.1 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >780 180 Horz(TL) -0.00 3 n/a ri/a Weight: 17 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplift at joint 2. 6) "Semi -rigid pitchlereaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the aT4DIicabillty of design pararrielers and lxorKxly incogxxate. this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury orxf property dornoae. For general guidance regarding the iabrlccnl ,n, storage, delivery, erection and bracing of trusses and Truss systems, seeANSi/TPi I Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T1 o664640 TB0295 J10 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 3x4 = 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Thu Mar 16 11:52:17 2017 Pagel D:pv1__ZRPsk-fsz!_!-PdP;i;,mc•H'r;-tOR=•04•'•D_D vhkSoldl•:3wc•e03v.iJvUX.dL_B INcaP1pC Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.10 2-4 >777 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.26 2-4 >308 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/stze) 3=164/Mechanicaf, 2=319/0-4-0, 4=81/Mechanical Max Horz2=172(LC 12) Max Uplift3=-133(LC 12), 2=-78(LC 12) Max Grav3=164(LC 1), 2=319(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 3 and 78 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekC> connectors. lhls design Is based only ulx>n parameters shown. and is for an individual building component not a truss system. Before use, the Irfilding designer must verify the atx:dicabllify of design rarameters and properly incorporate this design into the overall Abuildingdesign. Bracing indicated Is to prevent backing of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWOW Is always required for %lob liliy and to preveni ccNlapse. with rxosslble r>ersonal injury and proner!y damage. For general guidance regarding the iabrkation, storage, delivery, ereclun and bracing or Trusses and iruss syste ns, u= ANSiiiri 1 Quality Criteria, DSB-89 and BCSi Building Component `904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tama, FL 33610 Job Truss Truss Type tyQyPl T10664841 TB0295 J11 Jack -Open Truss 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:17 2017 Page 1 C:pv':GOtZRP=kY ii!_tIZ v?tijzm -.-tORS'48D_Orayt:<= 1 K9-r=.=' wOjdLaBKIp=aNp' 4-1-6 1 2-10-11 Scale = 1:22.4 3x6 1 3x4 = 3x4 = 4-1 LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 7.0 Lumber DOL 1.25 BC 0.97 BCLL 0.0 Rep Stress Incr NO WB 0.44 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1550/0-4-0, 4=907/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-460(LC 8), 4=-329(LC 8) Max Gram 1=1550(LC 1), 4=958(LC 15) DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.04 1-5 >999 240 MT20 244/190 Vert(TL) -0.08 1-5 >999 180 Horz(TL) 0.01 4 n/a rVa Weight: 40 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1337/336 BOT CHORD 1-6=-403/1180, 6-7=-403/1180, 5-7=-403/1180, 5-8=-403/1180, 4-8=-403/1180 WEBS 2-5=-307/1251, 2-4=-1463/499 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 1 and 329 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1059 lb down and 340 Ito up at 1-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 1-7=-20, 7-8=-246(F=-226), 4-8=-20 Concentrated Loads (lb) Vert: 6=-1059(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only wilh MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the aprilical[Allly of design pararneleis and prorrerly incorrx,iate, this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, K always roclulred for stobility and to ffPvPnt collapse with rx>ssible personal initav and rxoperly damage. For C,> Meral guidance regarding the fabrl-uil n, storage. delivery, erection ar di bracing of trusses and Muss systems, u:i.ANSii TPI l Quality Criteria, DSB-89 and BC51 Building Component c9::4 Parka East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Ply T10664842 TB0295 J12 Jack -Open Truss 1i11 I Job Reference (optional) i Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 it 52:18 2017 Page 1 1GOtZRP<ky;:4i wP jzmbHK-La%TDO'rx._RZr_ 1-0-0 12-6-8 2x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (fb/size) 3=47/Mechanical, 2=164/0-4-0, 4=23/Mechanical Max Horz2=74(LC 12) Max Uplift3=-47(LC 12), 2=-57(LC 12) Max Grav3=47(LC 1), 2=164(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 57 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Mrr•EK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE, Designvalid for use only with MiTek® connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design p ai ameters and pioperly incorpxate, this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always rocn sired for stat><liTy and To txevenT collapse with rx sslt>fe r>E:rsorxrl injray aryl rxooerty clarnare. For general guidance regarding the ubrication, storage, delivery, erection arc; bracing of trusses and truss systems, sesANsii TFi I Quality Critefia, DSa-69 and acsi Building Component -.W4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664843 TB0295 J13 Jack -Open Truss 1 1 1 Job Reference (optional) l Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 2-6-8 2-" 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:18 2017 Page 1 ID:p:-?:•^•t?p.>...wiiU".P•.ijzmb...-.a?T___....zRZrJNsa'ia7nd_.. _...aEvauHF_ai o= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 1-3 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=86/0-4-0, 2=62/Mechanical, 3=23/Mechanical Max Horz 1=56(LC 12) Max Uplittl =-1 2(LC 12), 2=-57(LC 12) Max Grav1=86(LC 1), 2=62(LC 1), 3=46(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:1 1.1 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 57 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." V WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss sysiem. Before use, the building designer must verify the applicatAltyof design parameters and property incorporate this deskin into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek' Is always recnriretd for stab liily and to prevent collapse with po.Wbie perumal Injury and property damage. For generol guidance regarding the iabricution, storage. dellvery, ere clion and bracing oft trusses and miss systems, seeANSI/TPI i Quality Criteria, DSo-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664844 TBO295 J14 Jack -Open Truss 1i11 I Job Reference (optional) l Builders FirstSource, Tampa, Plant City, Florida 33566 r.e4u s Apr ra zuro Mr r eK mausmes, mc. r nu Mar l6 i i:5z:i8 Lui r rage l IC:pv1 C':ZRP_. `"1••:iiU7TvPtizmcHh__a?TCQBr.=zRZrJ%Jiu:i2ZhSdx.:T•: t exnmaE.v:<HFzaNp 1-0-0 1-0-0 t -10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=35/Mechanical, 2=140/0-4-0, 4=19/Mechanical Max Horz 2=61(LC 12) Max Uplift3=-34(LC 12), 2=-52(LC 12) Max Grav3=35(LC 1), 2=140(LC 1), 4=37(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.5 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 8 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 52 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only u[ron parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design Iarameiers and properly incogx:nate this design into file overall Abuildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personol injury and property drnnage. For general gukionc:e regarding trip r brIcallon, storage, delivery, erection and `bracing of trusses and frilss systems, sec-ANSii TPi I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664845 TB0295 J15 Jack -Open Truss j 1 1 Job Reference (optional) _ 1 Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:19 2017 Page 1 III •• :::_mc• .r.,-p;- _n ;;,_ ; y` _., _uz•:;._go I A_• _a_N(_X wouaR izaNpA t-0-0 4-0-0 • •• 1-0-0 4-0-0 Scale = 1:14.8 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix) Weight: 14lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=92/Mechanicaf, 2=212/0-4-0, 4=38/Mechanicat Max Horz2=106(LC 12) Max Uplift3=-85(LC 12), 2=-62(LC 12) Max Grav3=92(LC 1), 2=212(LC 1), 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual Lwilding component, not a truss swiem. Before use, the building designer must verify the applicatAlity of design parameters and rNopedy incorix)rate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M_ iTek' k always recndred for stotAllty, and to prevent collapse with possTAP personal iniury aril property darncxre. For general guidance regarding the mork'ailor storage, uelivr ion ant; - acln a 5, - :eANSI/ TPI1I Quality Crilefia, DSB-89 and BCSI Building Cora ` ur ry, er - - g of trusses and it tss cyst : ,- . ry - g Component I' cav-. Parka East Blvd. satety Information avaviable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. L Tampa FL 33610 Job Truss Truss Type Oty Ply T10664846 TB0295 J16 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:19 2017 Page 1 1-0-0 0-10-15 1-0-0 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-14/Mechanical, 2=125/0-8-0, 4=8/Mechanical Max Horz2=39(LC 12) Max Uplift3=-14(LC 1), 2=-60(LC 12) Max Grav3=13(LC 8), 2=125(LC 1). 4=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:6.9 2x4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3 and 60 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE Mll-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MiTel<0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabliltyof design Ixaianeters and properly Incori-mate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to fxeveni collapse with possible personal injury and property darnoae. For general guidance regarding the tarAl ation, storage, delivery, erection and bracing of trusses and truss system , seeANSI/TP 1 Quality Criteria, DSB-89 and BCSi Building Component U 4 Parke East Blvd. Safety Information avattabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply Tlossaea7 TB0295 J17 Jack -Open Truss 1 I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:20 2017 Page 1 ID:pv Gn,ZRPsr' iMiUZTvou_mbH!:'!i- EeeA5H8D9p8Sr U961nZ7vHdy6,G31YP_f•AE aNc9 2-10-15 2-10-15 Scale: 1'=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanicaf Max Horz 2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1 a'0312015 BEFORE USE. Design valid for use only with MITekO connectors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this deskgn into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' k always rr><luired kx statNllly and to prevent c:olinr st: wfih posdLrle r;rsnntll injury arxi pror>F:Ay ckrrnaae. For general guidtnce regarding fhe fabricatk n, storage, delivery, erecrron ana bracing of trusses and Truss systems, seeANStiiri i Quality Criteact, DS6-69 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Atexarldrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T10664846 TB0295 J18 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 01 2x4 = 7.640 s Apr 19 2016 MI I ek Industries, Inc. I hu Mar 16 11:52:20 2017 Page 1 I D:P11i GOr7RPsr. -AllIUZTvPt:lzmbH K-Hz6Eee-AE.H8D'9P8 Smii 9B l nZf EHHb96rG331:. P_fiA8zaN'P9 Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 Rep Stress Incr YES I WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=250/0-8-0, 4=45/Mechanical Max Horz2=126(LC 12) Max Uplift3=-104(1_C 12), 2=-70(LC 12) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone, cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 70 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev. 1Or0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer roust verify the appllcabliity of design parameters and Iror oily incorporate this design Into the overall wilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing Welk' Lt always rc rlulrc:cl for stabtlfty and to revent ccAlapse with Tx zsibie rx;rsarx i inirxy arxl profxariy ckirnaae. For nenerai grridcmae regarding the fabrtcatior 4 storage, delivery, erg. -flora c1; braclrlg ai it lss<s and miss SySfC-.ms, seeANSU Wi l Quality Ctiteria, DSB-69 and BCSi Building Component 6a04 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T70664849 TB0295 J79 Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 1-0-0 3x4 = 7.640 s Apr 19 2016 Mi 1 ek Industries, Inc. Thu Mar 16 11:52:20 2017 Page 1 pv1Gn!. RPS2- fA;UZTvPtij_mbHK-H_S-e6A=H=U9p8Sm:_36':nZjSPHi?J6rG3S'- iv1E_zaf!p9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 2-4 854 240 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.24 2-4 334 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code 1`13C2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz2=172(LC 12) Max Uplift3=-131(LC 12), 2=-81(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=122(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.2 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3 and 81 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev. 1010312015 BEFORE USE. Design valid for use only wl In MiTek® connectors. This design Is based only upon parameters shown, and is for an individual Lxillding component, not a lruss system. Before use, the building designer must verify the appilcat) llty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always recluirecl for skrGlllty and to revent callapse with pos.UGle rx rsarral injury arks property damage. For general guidance regarding the fabrication, siorage., delivery, erection ano Grating of trusses and truss sysiems, seeANSii wi i Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty ply T10664860 I TB0295 i R01 Hip Truss 111i I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7-0-0 5x6 = 2-0-0 5x6 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11 :52:21 2017 Page 1 SkYf:•?:LIuP ___rFB 81-0011yi..0 .==gmxrFe•^•GCS'r azaP:pB 7-0-0 1-0-0 Scale = 1:30.1 3x6 = 2x4 11 2x4 11 3x6 = 7-0-0 9-0-0 16-0-0 7-0-0 2-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.15 2-8 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.32 2-8 576 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.25 HOrz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/f P12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1197/0-8-0, 5=1197/0-8-0 Max Horz 2=-51(LC 13) Max Uplift2=-442(LC 4), 5=-442(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2950/891, 3-4=-2669/856, 4-5=-2950/891 BOT CHORD 2-8=-783/2779, 7-8=-777/2733, 5-7=-786/2781 WEBS 3-8=-154/789, 4-7=-154/789 PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. NOTES- (10) 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.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint 2 and 442 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 lb down and 184 lb up at 9-0-0, and 647 lb down and 184 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-4=-112(F=-58), 4-6=-54, 2-8=-20, 7-8=-42(F= 22), 5-7=-20 Concentrated Loads (lb) Vert: 8=-475(F) 7=-475(F) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTek(R) connectors. This design is Iwsed only upon parameters shown, and is for an individual building component• not a truss system. Before use. the building designer must verify the al:431lcablllty of design r "rai neters and properly Incorrx:nate this design into the oveiali building design. Bracing indicated is to prevent buckling of individual truss web aril/or chord members only. Additional temporary and permanent bracing M iTek• ft always required for stability and to rxevent collapse with possible personal inir ay and rxoperty damage. For general guidance rr:aardina the fabrication, storage delivery, ereclon and bracing of trusses and trust Sytc:ms, sc.eANSi/ TPI1 Quality Criteria, DSB-69 and BCSI Building Component _04 Parke East BF:d. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type Oty Ply T70664851 TB0295 R02 Special Truss 1 11I 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTak Industries, Inc. Thu Mar 16 11:52:22 2017 Page 1 tr'.- i7RPSKSiviiU=T'•iPii•"""'7K-%LE _ ._ ' m:112SC b3JVo_P-Pu46ga. `K?'Jru5^ei=aN p: 1-0-0 6-9-14 10-8-0 15-8_-018-4-4 21-4-0 1-00 6-9-14 3-10-2 5-0-0 i 2-8-4 2-it-12 3x6 = Scale = 1:39.5 5x8 = 9 5x8 = 2x4 11 3x4 = 3x6 = 1 10-8-0 10-8-0 15-8-0 5-0-0 18-4-4 21-4-0 2-8-4 2-11-12 Plate Offsets (X Y)-- j12:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.26 2-12 970 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.70 2-12 357 180 BCLL 0.0 Rep Stress Incr NO W B 0.87 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 114 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 9=1254/0-8-0, 2=984/0-8-0 Max Horz2=243(LC 12) Max Up1ift9=-358(LC 13), 2=-259(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1579/372, 3-4=-1340/295, 4-5=-312/119, 5-6=-263/138, 6-7=-2516/641 BOT CHORD 2-12=-465/1423, 11-12=-972/3934, 10-1 1=-1026/4145,9-10= 641/2516 WEBS 4-12=-231/1239, 3-12=-323/245, 4-6=-1182/252, 6-12=-2864/74717-10=-145/847, 6- 10=-1810/429. 7-9=-2723/692 Structural wood sheathing directly applied or 3-6-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-1 oc bracing. 1 Row at midpt 6-12 NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) -1-0-0 to 21-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 9 and 259 lb uplift at joint 2. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 54, 4-5=-54, 6-8=-94, 2-9=-20 Concentrated Loads (lb) Vert: 6=-396 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, IOM3120IS BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design Parameters and properly Incor{xxafe this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• k always rocnraect for stability and to provent collapse with possible pefsonol In'b ayand proporty carnage. For general guldonco regarding the m ricailon, storage, delivery, erection and nra<-Ing of irusses e d truss systems, seeANSI/ TP11 Quality criteria, DSB-89 and BCSi Building component 6 04 Parke East BA:d. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Atexandrla, VA 22314. ( Tampa, FL 33610 Job Truss Truss Type Oty Ply T70664852 TB0295 R03 Special Truss 1 1 i I Job Referenceo floral Builders FirstSource, Tampa, Plant City, Florida 33666 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52*22 2017 Page 1 C:pv? GOt'R Ps i;Yi AiU=T•; P bi}zm bH F;-CL E_3nC' i•:tom!.;'2ScBba'"Js_oRR430aZ2igV ru50? zaty p7 1-0-0 6-9-14 10-8-0 15-8-0 18-4-4 18 7-:12 21-4-0 1-0-0 6-9-14 3-10-2 5-0-0 2_t- 0-3-8 2-8-4 3x6 = Scale = 1:39.5 5x8 = 9 6x12 MT20HS = 3x4 II 3x4 = 3x8 = 10-8-0 15-8-0 18-4-4 18r7-12 21-4-0 I 10-8-0 5-0-0 2-8-4 0-3-8 2-8-4 Plate Offsets (X Y)-- j6:0-2-12 0-3-41 17:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.23 2-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.66 2-12 >380 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.81 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 114 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-1 oc purlins, except BOT CHORD 2x4 SP M 31 end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-11,6-10: 2x4 SP No.2 WEBS 1 Row at midpt 4-6, 6-12, 7-9 REACTIONS. (lb/size) 9=2090/0-8-0, 2=1117/0-8-0 Max Horz2=243(LC 8) Max Uplift9=-305(LC 9), 2=-219(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1780/287, 3-4=-1531/209, 4-5=-348/108, 5-6=-268/133, 6-13=-3965/499, 7-13=-3965/499 BOT CHORD 2-12=-390/1523, 11-12=-555/4926, 10-11=-581/5245, 9-10=-499/3965 WEBS 3-12=-297/248, 7-10=0/617, 4-12=-132/1459, 4-6=-1371/165, 6-12= 3754/393, 6-10=-1423/91, 7-9=-4302/528 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 9 and 219 lb uplift at joint 2. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 6-7=-202, 7-8=-94, 2-9=-20 WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, f0/03/2015 BEFORE USE. , Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the F.wliding designer muss verify the applicability of design parameters and property incorp late this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oNy. Additional temporary and permanent tracing MiTek is always required for WiNlity and to rxeveni collapse with possible personal injury and rxopprly (kimaade. For general guidance regarding the rubrication. storage, delivery, ereciton acid kgaclng of trusses and miss systems, se:eANSi/TPi i Quality Criterlo, DSB-89 and BCSi Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664852 T80295 l R03 Special Truss i f IJob Reference (optional) Builders First5ource, Tampa, Plant City, Florida 33566 /.owo s rpr is zv i o mi i k inousuies, m, i nu mar m , 1 A e LV 1 / rage z iT 1:Ot'R?skyf:liU'T.Pti_:' H'r' •LE _ :_ _•TtUt2_.,•'•ba6Vs aRR>_Ca-:nVruS:__ r LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 6=-164 7=-761 13=-134 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-44, 4-5=-44, 6-7=-187, 7-8=-79, 2-9=-20 Concentrated Loads (lb) Vert: 6=-142 7=-658 13=-116 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-14, 4-5=-14, 6-7=-151, 7-8=-43, 2-9=-40 Concentrated Loads (lb) Vert: 6=-120 7=-555 13=-98 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=19, 2-4=5, 4-5=19, 6-7=-88, 7-8=20, 2-9=-12 Horz: 1-2=-28, 2-4- 13, 4-5=27, 5-6=-30 Concentrated Loads (lb) Vert: 6=15 7=68 13=12 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=12, 2-4=19, 4-5=5, 6-7= 59, 7-8=49, 2-9=-12 Horz: 1-2=-21, 2-4=-27, 4-5=13, 5-6=12 Concentrated Loads (Ib) Vert: 6=53 7=245 13=43 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-7, 2-4= 14, 4-5=0, 6-7=-131, 7-8=-23, 2-9=-20 Horz: 1-2=-7, 2-4=-0, 4-5=14, 5-6=-4 Concentrated Loads (Ib) Vert: 6=-89 7- 415 13=-73 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=7, 2-4=0, 4-5=-14, 6-7=-126, 7-8=-18, 2-9= 20 Horz: 1-2= 21, 2-4=-14, 4-5=0, 5-6=37 Concentrated Loads (lb) Vert: 6= 144 7=-666 13=-117 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=29, 2-4=36, 4-5=17, 6-7=-78, 7-8=30, 2-9=-12 Horz: 1-2=-38, 2-4=-44, 4-5=25, 5-6=-31 Concentrated Loads (Ib) Vert: 6=53 7=245 13=43 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=10, 2-4=17, 4-5=36, 6-7=-59, 7-8=49, 2-9=-12 Horz: 1-2=-19, 2-4=-25, 4-5=44, 5-6=-51 Concentrated Loads (Ib) Vert: 6=53 7=245 13=43 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=29, 2-4=36, 4-5=17, 6-7=-78, 7-8=30, 2-9= 12 Horz: 1-2=-38, 2-4=-44, 4-5=25, 5-6=-31 Concentrated Loads (lb) Vert: 6=53 7=245 13=43 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=10, 2-4=17, 4-5=36, 6-7= 59, 7-8=49, 2-9=-12 Horz: 1-2=-19, 2-4=-25, 4-5=44, 5-6=-51 Concentrated Loads (lb) Vert: 6=53 7=245 13=43 12) Dead+ 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2-4=17, 4-5=-2, 6-7=-131, 7-8=-23, 2-9=-20 Horz: 1-2=-38, 2-4=-31, 4-5=12, 5-6=-6 Concentrated Loads (lb) Vert: 6= 89 7=-415 13- 73 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=5, 2-4=-2, 4-5=17, 6-7= 112, 7-8=-4, 2-9=-20 Horz: 1-2=-19, 2-4=-12, 4-5=31, 5-6= 25 Concentrated Loads (lb) Vert: 6= 89 7=-415 13=-73 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-4=-14, 4-5=-14, 6-7=-140, 7-8=-32, 2-9=-20 Continued on oaae 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10VI"15 BEFORE USE. Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building desfgiier must verify the ap Aicabillty of design parameters and {xoperly Incorporate this design Into the overall building design. Bracing indicated Is to prevent backing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' lsalways rerntlred for slobility and to prevenl colloase with rxrssible perx. )nol inirrry and proper y dornage. for aenerai gnidcmce reaard(rrg the rubrication, sic rage, delivery, erection and bracing of hu ses and tnrss sysfarns, see.ANSi/TPi i Quality criteria, DSB-89 and BCSI Building component 63C4 Parka East Blvd. Safety Information avaliable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 uoD I t russ l i russ type Wry riy T10664852 T60295 1 R03 I Special Truss s Apr 19ampa, i?:pa"-OtzRPsL LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 6=-75 7=-350 13=-62 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 39, 2-4=-44, 4-5=-33, 6-7- 180, 7-8= 72, 2-9= 20 Horz: 1-2=-5, 2-4=-0, 4-5=11, 5-6=-3 Concentrated Loads (lb) Vert: 6=-152 7=-707 13=-125 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-4=-33, 4-5=-44, 6-7=-175, 7-8=-67, 2-9=-20 Horz: 1-2=-16, 2-4=-11, 4-5=0, 5-6=28 Concentrated Loads (lb) Vert: 6=-193 7=-895 13=-158 17) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MW FRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 16, 2-4=-20, 4-5=-35, 6-7=-180, 7-8=-72, 2-9= 20 Horz: 1-2=-28, 2-4=-24, 4-5=9, 5-6=-5 Concentrated Loads (lb) Vert: 6=-152 7=-707 13=-125 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-35, 4-5=-20, 6-7=-166, 7-8=-58, 2-9=-20 Horz: 1-2=-14, 2-4=-9, 4-5=24, 5-6=-19 Concentrated Loads (lb) Vert: 6=-152 7= 707 13=-125 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1/-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incoirxxate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• rc always requlrecl for stat>iliN and to revent collapse wish rx ssib le persarxrl inirxy aril prorxarty clarnage. For general guidance regarding the farr catlon, siorage, delivery, erection and bracing of trusses and truss sysierns, seeANSi/TFi 1 Quality Criteria, DSB-89 and BCSi Building Component -904 Parka East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T70664853 T60295 R04 Spacial Truss 1 1 II Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 1-0-0 , 6-9-13 6.00 rl2 3x4 2x4 \\ 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52*23 2017 Page 1 pv1CMtZRPskVI ,;U—TvPti;zmbHK--Xo,.. 7C_a3ckgc_K91kkC Lfol1TpJ1Ztiti,VefyT_a'vp6 10-8-0 18-4-0 21-4-0 3-10-3 7-8-0 3-0-0 5x6 = 6x8 = Scale = 1:38.8 5 6x8 = 2x4 11 6 0 e rre 7 5x6 = 10-" 18-4-0 21-4-0 10-8-0 7-8-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 7.0 I Lumber DOL 1.25 BC 0.89 BCLL 0.0 ' I Rep Stress Incr NO WB 0.73 BCDL 10.0 Code FBC2014/TP12007 I (Matrix) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.22 7-8 >999 240 MT20 244/190 Vert(TL) -0.57 7-8 >437 180 1 Horz(TL) 0.06 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD 4-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 *Except* BOT CHORD 7-8: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1514/0-8-0, 2=955/0-8-0 Max Horz2=154(LC 12) Max Uplift7=-427(LC 13), 2=-259(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1487/361, 3-4=-1263/300, 4-5=-1245/278 BOT CHORD 2-8=-368/1272, 7-8=-843/2775 WEBS 4-8=-123/759, 3-8=-293/239, 5-8=-1771/741, 5-7=-3000/981 Weight: 108 lb FT = 20% Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals. Rigid ceiling directly applied or 8-4-5 oc bracing. 1 Row at micipt 5-8 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 7 and 259 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 4-5=-54, 5-6=-94, 2-7=-20 Concentrated Loads (lb) Vert: 5=-739 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and por erly Incorporate this design Into the overall Abuildingdesign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent txacing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and Gracing of trusses and tnlsS syaterns, see:ANSi/TPI i Quality Crfleiia, DSB-89 and SCSI Building Component -904 Parka past Bkd. Safety Information available from Truss Plate Inst,tute. 218 N. Lee Street, Suite 312. Alexandda, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664854 T80295 R05 Special Truss i 7 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t.ti4v s Apr 19 20ib Mi i ek mausmes, inc. Thu roar 1 b 1 i:bz:2a Zvi / rage tT; niD:p truer_.t'RPs:-:'idiv_TvPF2nbH-:-hncl:4 _a3csgcc..-?kk^ P.1=BJ=.s'vj`-e`y`-=:.pe 1-0-0 6-9-13 10-8-0 18-4-0 21-0-0 1-0-0 6-9-13 3-10-3 7-8-0 2-8-o Scale = 1:38.7 5x6 = 3x4 V 7 6x8 = 3x6 = 18-4-0 21-0-0 18-4-0 Plate Offsets O,Y)-- f2'0-2-10 0-1-81 (8:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.21 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.55 7-8 >448 180 BCLL 0.0 Rep Stress Incr NO W B 0.42 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 107Ito FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except` TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except 4-5: 2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-8 REACTIONS. (lb/size) 7=1344/0-4-0, 2=872/0-8-0 Max Horz2=154(LC 8) Max Uplift7=-34(LC 9), 2=-212(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1266/264, 3-4=-1023/198, 4-5=-1052/180, 6-7=-377/0 BOT CHORD 2-8=-281/1070, 7-8=-234/1684 WEBS 4-8=-37/620, 3-8=-297/244, 5-8=-866/213, 5-7=-1802/330 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=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 7 and 212 Ito uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 4-5=-54, 5-6= 302, 2-7=-20 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design p aiarneters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• isalwcrys required for stability and to prevent calkKrse with possibler>E;rsonol inivry orxi properly cknnaae. For general guidcnce rogordino the fabrication. storage, dellvery, erecilon and bracing of trusses and truss systems. seeANSi/TPI! Quality Criteria, DSB-69 and BCSi Building Component 6904 Parke East Blvd. Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ( Tampa, FL 33610 Job Truss Truss Type Oty Ply T10664855 R07 1 COMMON TRUSS 11 1iT80295I I Job Reference (optional) Builders Firstsource, Tampa, Plant City, Florida 33566 1-0-0 6-9-13 6-9-13 3-10-3 4x6 = 7.640 s Apr 19 2016 Mi I ek Industries, Inc. 1 hu Mar 16 11:52:24 2017 Page 1 Gpv1GCt'RPakYM:A!7TvPir',•zmb-Ak'-'•. cLPJs- ... j? =.Ftsr pr2cFfy9 -! `:'vza; p5 6-9-13 1-0-0 Scale = 1:38.3 3x6 = 3x6 = 5x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lTP12007 CS1. TC 0.47 BC 0.78 W B 0.25 Matrix) DEFL. in Vert(LL) -0.19 Vert(TL) -0.52 Horz(TL) 0.04 loc) I/deft L/d 6-8 >999 240 6-8 >481 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0, 6=837/0-8-0 Max Horz 2=-11 1(LC 13) Max Uplift2=-223(LC 12), 6=-223(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1195/292, 3-4=-934/223, 4-5=-934/223, 5-6=-1195/292 BOT CHORD 2-8=-264/1008, 6-8=-155/1008 WEBS 4-8=-115/649, 5-8=-317/255, 3-8=-317/255 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.Opsf; h=25ft;, Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 2 and 223 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify -design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon Parameters shown, and Is for an individual building component• not a truss system. Before use, the building designer must verify The applicabtlity of design l'x mmelers and properly incorpou:de this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent c:oilapse with passible permn<)l injury arks property ckrrnage. For general guidance regarding the fabrlcaiion, storage, delivery, erection and bracing of trusses gnu' inks systems, seeAii3I1TPI i Quality Criteria, DSB-69 and BCSI Building Component 6904 Parka East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply T10664856 TB0295 R09 Hip Truss f 1 Job Reference (optional) Builders Firstsource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:25 2017 Page 1 pVIG t7r.:......ULTi r't;ZileHri-e er-J/iij GF6i._. iv-_1riCv.. __IiLr1Z^:•L ri?'!(i LZa''vp4 r1-0-0 4-9-0 7-0-0 12-3-7 17-8-9 T 23-0-0 25-3-0 30-0-01 8,Lo-0 1-0-0 4-9-0 2-3-0 5-3-7 5-5-3 5-3-7 2-3-0 4-9-0 1-0-0' 5x6 = 6.00 2x4 I' 3x4 = 5x6 = Scale = 1:53.5 2x4 \\ 2x4 3 8 0 4x6 = 15 6x8 14 5x8 = 13 12 4x10 MT20HS = 3x6 = 7-0-0 12-3-7 17-8-9 23-0-0 30-0-0 7-0-0 5-3-7 5-5-3 5-3-7 7-0-0 Plate Offsets (X Y)-- j4:0-3-0,0-2-01,f7:0-3-0,0-2-01,f11:0-3-8,0-3-01,[15:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.34 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.67 12-14 >526 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 151 lb FT = 20`io LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2316/0-4-0, 9=2339/0-8-0 Max Horz2=77(LC 12) Max Uplift2=-778(LC 5), 9=-788(LC 4) Max Grav2=2372(LC 18), 9=2394(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4753/1613, 3-4=-4676/1622, 4-5=-5454/1990, 5-6=-5453/1991, 6-7=-5431/1983, 7-8=-4603/1599, 8-9=-4659/1582 BOT CHORD 2-15=-1420/4235, 14-15=-1410/4234, 13-14=-1904/5509, 12-13=-1904/5509, 11-12=-1343/4114, 9-11=-1334/4058 WEBS 4-15=-190/875, 4-14=-679/1635, 5-14=-673/511, 6-12=-699/529, 7-12=-695/1683, 7-11 =- 170/815 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 778 lb uplift at joint 2 and 788 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 223 lb up at 23-0-0, and 676 lb down and 223 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on Daae 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, Inc-. buildirgg designer must verify the applicabiiiry of design pararneiers and properly incorporate this design into, the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brcrfng MiTek' is always required for stat iltiy and to peveni a:ollapse with possible frersanal injury orxi proFrty ckxnage. for {->eneral guidance regarding the fabrication, storage, delivery, erector, and bracing of ntisses and truss systems, seeANSi/ TPi i duality Criteria, DSB-89 and BCSi Building Component °904 Parka East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandta, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664856 TB0295 R09 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant Grty, Florida 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-117(F=-63), 7-10=-54, 2-15=-20, 11-15=-43(F=-23), 9-11=-20 Concentrated Loads (Ib) Vert: 15=-475(F) 11=-475(F) bvu s Apr I ZVI0 MI I eK mouswes, Inc. I nu mar ib i i az:zb zul f rage z I J:pN1C LRPS{t i r:.iv7T':•cti}=T K-etir-r'f ilp EPiii>RVVL, , n_r.aC•pr'__"p-1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Midek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabillly of design Fxtrai neters and properly Incorporale this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possitile rxw . nal iniury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses, and miss systerns. SeeANSi/M i Quality Criiefla, DSB-89 and BCSi Building Component 6904 Parke East Blvd, Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type Oty Ply T10664857 TB0295 ' R10 Hip Truss 1 1 Job Reference (optional) i Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Thu Mar 16 11:52:25 2017 Page 1 1=RFsl<.'f....JZT.. _ ..bi-!h:-zww7 .---.aRvvyujr:C._1••^_•_ 8y _ ;?L >_+,p4 r1-0-1 6-6-6 9-0-0 15-0-0 21-0-0 23-5-10 30-0-0 31-0-0 1-0-0 6-6-6 2-5-10 6-0-0 6-0-0 2-5-10 6-6-6 4x6 = 3x4 = 5 4x6 = Scale = 1:53.5 3x4 = 12 10 3x4 = 3x8 = 4x6 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014lTP12007 CSI. DEFL. in (loc) I/dell L/d TC 0.54 Vert(LL) 0.3210-12 999 240 BC 0.85 Vert(TL) 0.8310-12 427 180 WB 0.41 Horz(TL) 0.09 8 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0, 8=1161/0-4-0 Max Horz2=96(LC 12) Max Uplift2=-241(LC 12), 8=-241(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1979/440, 3-4=-1770/416, 4-5=-1557/383, 5-6=-1557/383, 6-7=-1770/416, 7-8=-1979/440 BOT CHORD 2-12=-322/1693, 11-12=-387/1796, 10-11=-387/1796, 8-10=-309/1693 WEBS 4-12=-95/607, 5-12=-389/242, 5-10=-389/242, 6-10=-95/607 PLATES GRIP MT20 244/190 Weight: 142lb FT=20% Structural wood sheathing directly applied or 3-4-2 oc purlins. Rigid ceiling directly applied or 9-9-0 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=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 2 and 241 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M11-7473 rev. 10/01,2015 BEFORE USE. Design valid for use only with MITek® connectors, this design is based only upon parameters shown, and is for an individual building component not a miss system. Before use, the building designer must verify the cipf lccibility of design parch nefers and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for slcibilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the cibrk,arion, storage, delivery, erection and bracing of irtises and inks systems. seeAN51/TPi t Quality Criteria, DSB-89 and BCsi Building Component 6904 Parke Eas: Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Oty Ply T10664856 T80295 R11 Hip Truss 1 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:26 2017 Page 1 cv':•_:_:r_RPskYF:-iUZTv lfJzn;H!•. 6U`:':9Fs'_ s.GGiR'__ihJnVVnfvPT=_ZC_aNp" r1-0-0 7-6-0 11-0-0 19-0-0 22-6-0 30-0-0 31-0-0 1-0-0 7-6-0 3-6-0 8-0-0 3-6-0 7-6-0 1-0-0' Scale = 1:53.5 6x8 i 2x4 // 2x4 \\ 6x8 4 5 6 7 0 C? a6 3x4 G 3x4 = 4x6 = 3x4 = 3x4 10-0-0 11-0-0, 19-0-0 20-0-0, 30-0-0 10-0-0 1-0-0 8-0-0 1-0-0 10-0-0 Plate Offsets QX Y)-- (2:0-2-10,0-1-8), (4:0-2-11,Edgej, (7:0-2-11,Edgej, (9:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.50 11-13 >711 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.94 11-13 >378 180 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014li P12007 Matrix) Weight: 136 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. 4-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0, 9=1161/0-4-0 Max Horz2=113(LC 12) Max Uplift2=-262(LC 12), 9=-262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1886/418, 3-4=-1678/410, 4-5=-1505/389, 5-6=-1268/378, 6-7=-1505/389, 7-8=-1678/410, 8-9=-1886/418 BOT CHORD 2-13=-323/1596, 13-14=-185/1268, 12-14=-185/1268, 12-15=-185/1268, 11-15=-185/1268, 9-11 =-278/1596 WEBS 6-11=-111/488, 5-13=-111/488 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE M11-7473 rev. 141103/2015 BEFORE USE. Design valid for use only with Mllek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpoicite this riesign Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' K always required for stability and to prevent collapse with possible personal initiry and property dr,rnoge. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of' isses and tr 1ss systerns, seeANSt/TPI i Quality Criteria, DSE-89 and BCSi Building Component 69,34 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tama, FL 33610 TB0295 JR12 Hip Truss Job Reference 7.640 s AU 19 2016 T10664859 16 11:52:27 2017 1 0 1D•:u•:11G04%RPsk':;•:•11!!?T1, ijZrr:cRK.-a_it6VF !e!6-8r;•v7- Ap4=1VGz_s rz__•e,•=s 7-6-0 13-0-0 17-0-0 22-6-0 30-0-0 31-0-q 1-0-0 7-6-0 5-6-0 4-0-0 5-6-0 7-6-D 1-0-0' Scale = 1:53.5 3x6 = 3x6 // 3x6 \\ 3x6 4 5 6 7 3x4 = 30 = 4x6 = 30 = 3x4 = 0 c? a 6 10-0-0 13-0-0 17-0-0 20-0-0 30-0-0 10-0-0 3-0-0 4-0-0 3-0-0 10-0-0 Plate Offsets (X Y)-- 2:0-0-8 Edgel (4:0-3-0 Edgel, (7:0-3-0,Edgel, 9:0-0-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.42 11-13 >843 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) 0.77 11-13 >462 180 BCLL 0.0 Rep Stress Incr YES W B 0.23 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 133 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1161/0-4-0, 9=1161/0-4-0 Max Horz2=134(LC 12) Max Uplift2=-283(LC 12), 9=-283(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1915/422, 3-4=-1696/405, 4-5=-1458/400, 5-6=-1143/358, 6-7=-1458/401, 7-8=-1696/405, 8-9=-1915/422 BOT CHORD 2-13=-399/1628, 13-14=-136/1143, 12-14=-136/1143, 12-15= 136/1143, 11-15=-136/1143, 9-11=-275/1628 WEBS 8-11=-329/302, 3-13=-329/302, 6-11=-164/615, 5-13=-164/615 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=25ft; Cat. Il; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water oonding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 2 and 283 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and is for an Individual building component, not a truss syslem. Before use, the building designer must vedfy the applicatAlty, of design parameters and properly incorpoiote this design Into the overall building design. Bracing indicated Is to prevent buckling of IndNklual truss web and/or chord members only. Additional temporary and permanent tracing MiTek• Is always required for stability and to prevent collapse. with possible personal injury and property damage. for General guidance regarding the iabrlcaik n, storage, delivery, erection and brixang of busses and truss sysierns, seeANS111PI i Quality Cftieria, DSB•69 and BCSi Building Component 6904 Parke Eat Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T70664860 TB0295 R13 Common Truss 1111 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:28 2017 Page 1 G:pviCOt=RP kYfrir_I'Tvpti-mbH;-=Vb=_.-7PcE'rnN4ia.-KvS-=`:'CVCU_OF =t-f-Pe zaNp1 1-0-0 7-6-0 15-0-0 22-6-0 30-0-0 1-0-0- 0- 017-6-0 7-6-0 7-6-0 7-6-0 10 4x6 = 6.00 F12 Scale = 1:52.6 3x4 i 3x4 3x4 = 4x6 = 3x4 = 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets (X,Y)-- j2:0-2-10 0-1-81f3:0-4-0,0-3-01,(5:0-4-0,0-3-01,(6:0-2-10,0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.39 8-10 >901 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.62 8-10 >573 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 137lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1161/0-4-0, 6=1161/0-4-0 Max Horz 2=-1 53(LC 17) Max Uplift2=-299(LC 12), 6=-299(LC 13) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1928/468, 3-4=-1716/452, 4-5=-1716/452, 5-6=-1928/468 BOT CHORD 2-10=-462/1664, 10-11=-157/1084, 9-11=-157/1084, 9-12=-157/1084, 8-12=-157/1084, 6- 8=-309/1664 WEBS 4-8=-202/683, 5-8=-406/342, 4-10= 202/683, 3-10=-406/342 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.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 299 lb uplift at joint 6. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a Truss system. Before use, The building designer must verify the applicability of design parameters and piopedy Incorporate this design Into the overall Nil building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' is always rerndred for siobillty and to prevent collapse with possible personal injury orxi rxoperty tonnage. For (m erai guidance recording the fabrication. storage, delivery, erection ar d bracing of Trusses and miss systems, see.ANSI/TPI 1 Quality Criteria, 038.89 and BCSi Building Component -904 Parka East BFvd. Safety Information available from Truss Ptate Institute, 218 N. Lee Street, Suite 312. Mexandria. VA 22314. ( Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664661 TB0295 R14 Hip Truss f f j Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:28 2017 Page 1 vvt gt'RPs^Yvi-'.j7Ti"! mbHK-2'VbFJ.u-0cF0m" r:Kv5F2F.-'-"HC Ja=tnLR a r1-0-0 4-6-2 7-0-0 12-0-8 17-11-8 23-0-0 25-5-14 30-0-0 31-0-q 1 -0-0 4-6-2 2-5-14 5-0-8 5-11-1 5-0-8 2-5-14 4-6-2 1-0-0 5x6 = 3x6 = 3x6 = 5x6 = 6.0012 4 5 15 6 7 3x12 MT20HS i 14 5x8 = 7- 0-0 15-0-0 6xl2 MT20HS = 700 = 23- 0-0 3x12 MT20HS Scale = 1:55.2 ro la 0LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.28 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.64 13-14 >558 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.13 9 n/a rl/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 169 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 4- 7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. SOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-14, 6-11 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=2065/0-4-0, 9=2508/0-4-0 Max Horz2=77(LC 8) Max Uplift2=-441(LC 5), 9=-514(LC 4) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4081/937, 3-4=-3927/923, 4-5=-3427/828, 5-15=-6078/1393, 6-15=-6078/1393, 6- 7=-4272/928, 7-8=-4873/1032, 8-9=-5014/1045 BOT CHORD 2-14=-827/3581, 14-16=-1243/5291, 13-16=-1243/5291, 13-17=-1316/5786, 12- 17=-1316/5786, 11-12=-1316/5786, 9-11 =-881/441 0 WEBS 4-14=-307/1547, 5-14=-2299/624, 5-13=-179/1253, 6-13=-30/490, 6-11 =-1 878/620, 7- 11 =-301/1793 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2 and 514 lb uplift at joint 9. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1020 lb down and 328 lb up at 14- 4-12, and 513 lb down and 165 lb up at 23-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 WARNING- Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicat:dtfiy of design Iximmeters and Ixoperly Incorfxrrate this design into the overall buliding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek IS always required for stahillty and to prevent collapse Wit, por., t>fe per%ow)l Injury and property don -age. For general guidance regarding the tabriratian, storage, deilvery, erecflon orn; bracing or trusses and truss systems, seeANSI/ TPi t Quality Criteria, DSB-89 and SCSI Building Comrponeni 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type Oty ply T10664861I T60296 R14 Hip Truss 1 1 ` I Job Reference (optional) Builders FustSource, Tampa, Plant City, Florida 33566 r.ovv s Hpr r a zvi o mi i eK mausmes, inc. i nu mar to r i:ocze zvi r rage z ID:pviGOt7RP=kYt.i_I1=T•:PtijzmbHK-2VbFJrG'PccOml44iyrtCv=F2R 'JHC_Ja '•.n_Pegzah pl LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-15=-54, 7-15=-124(F=-70), 7-10=-54, 2-17=-20, 11-17=-43(F=-23), 9-11=-20 Concentrated Loads (Ib) Vert: 11=-513(F) 16=-1020(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MIF7473 rev. I M312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the Wilding designer must verify the applicability of design Ixameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stobtlily and to prevent collapse with rx>ssit>te personol inii rry anti property damage. For general guidance regarding the fatasi anon, sfornga, u'eltvary, ereefli,n arK7 bracing i,r cnucst-sand tn155 syferns, sec-AivSiJTPi i Quality Criteria, DSB-89 and BCSi Suiiding Component 6904 Parka East Blvd. i Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type oty Pry T/0664862 TB0295 j R15 `' Common Truss f 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.64U s Apr 19 2w b MITMiTeK industries. Inc. I hu Mar 16 11 :52:29 2011 vage 1 ID:,_ v1G'::_RP_._Viv:iU_TvPtij=mbHL: Vdh9aX Hlgv.... _VYr _= OfiR__ .7zaf, _ f. 0.p 7.P-0 14-4-0 1- 0-0 7-2-0 7-2-0 i Scale = 1:26.4 4x6 = 3x4 = 2x4 11 6x4 — 7- 2-0 7-2-0 Plate Offsets (X Y)-- f2:0-0-12 Edgej (4:0-0-12 Edge) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.09 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.19 4-5 >874 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 52 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=519/Mechanical, 2=587/0-4-0 Max Horz2=87(LC 12) Max Uplift4=-125(LC 13), 2=-161(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-752/165, 3-4=-749/160 BOT CHORD 2-5=-85/592, 4-5=-85/592 WEBS 3-5=0/335 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=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4 and 161 lb uplift at joint 2. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTok® connectors. This design is based only upon parameters shown, and is for an Individual Wilding component, not a truss system. Before use, the building designer muss vellly the applicat-Alltyof design txuameters and poperiy incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent lofacing MiTek' k always required for s1ability and to prevent collapse with rxlsUttie personal injury orxi property cklrnaoe. For general g1 tldarlce regarding the fabrication, storage, delivery, election and bracing of musses and truss systems, seeArvSi/TFI i euai ft Criteria, DSB-69 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. i Tampa, FL 33610 Job Truss Truss Type city Ply T10664863 TBO295 R16 Hip Truss 11 1 1JOb Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 5-6-0 5-6-0 7.640 s Apt 19 2016 MI I ek Industries. Inc. I hu Mar 16 11:52*29 2017 Page 1 F 1C't RPskr;.di ! vFtizmbH:-YJh3eX Hi9t,i;q'• ke:_"Y. ctz '-jQv—' ivd05R5zA-= Np0 3-10-0 14-4-0 3-4-0 5-6-0 4x6 = 4x6 = Scale = 1:25.6 3x4 = 2x4 II 2x4 II 3x4 = 14-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.50 BC 0.45 W B 0.12 Matrix) DEFL, in Vert(LL) -0.09 Verl -0.19 Horz(TL) 0.01 loc) Udell L/d 5-6 >999 240 5-6 >879 180 5 n/a n/a PLATES GRIP MT20 244/190 I Weight: 66lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1017/Mechanical, 2=697/0-4-0 Max Horz2=72(LC 12) Max Uplift5=-271(LC 9), 2=-182(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1186/256, 3-4=-1008/253, 4-5=-1177/248 BOT CHORD 2-7=-180/993, 6-7=-179/1008, 6-8=-177/993, 5-8=-177/993 WEBS 3-7=-47/315, 4-6=-45/314 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 5 and 182 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 607 lb down and 195 lb up at 11-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 2-5=-20 Concentrated Loads (lb) Vert: 8= 607(F) V WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the !wilding designer must verily the ap Aicablilty of design parameters and pror.,erly Incorlxxate this design into the overall AAbuildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury anti properly damage. for gemprol guktonce regarding the rubrication. slorage., delivery, erection and bracing of trusses and trussi systerns, seemisl/TPiI Quality Crileria, DSB-89 and BCSi Building Component 6904 Parka East Blvd. Safety Information ava lable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type city Ply T10664864, TB0295 R17 COMMON TRUSS I 1 1 I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:30 2017 Page 1 ID:- _v1GOt_RP_.....-; 'TvPtijz. _... -_ j0......: DUk?hCh F-iivBf;vvJ_,v..._: K5q! .-_-`;p? t -0-0 5-10-0 11-8-0 1-0-0 5-10-0 5-10-0 Scale = 1:22.2 4x6 = 3x4 = 2x4 I 3x4 = 5-10-0 11-8-0 5-10-0 5-10-0 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.09 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=420/Mechanical, 2=489/0-4-0 Max Horz 2=74(LC 12) Max Uplift4=-101(LC 13), 2=-137(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-603/133, 3-4=-600/127 BOT CHORD 2-5=-66/473, 4-5=-66/473 WEBS 3-5=0/270 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=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 137 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE IWII.7473 rev. 10103/2015 BEFORE USE. Design valld for use only with MITek© connectors. This design Is based only upon parameters shown, and Is for an Individual Ixrlldlng component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and Ixopeily Incorpr:rtate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with r,ossible personal injury and property damage. For general guidonce regarding the icuilon, sioruge, delivery, erecflon and bracing of trusses and fries systems, se.eANSIITPI i Quality Criteria, DSB-89 and SCSI Building Component c904 Parke East BF.•d. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. I Tarrpa, FL 33610 Job Truss Truss Type Qty Ply T10664665 TB0295 R20 Half Hip Truss i 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:30 2017 Page 1 2-6-8 2-11-8 5x6 = 2x4 11 4x6 = 5-6-0 Scale = 1:11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.02 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.22 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=661/0-4-0, 4=546/Mechanical Max Horz 1=55(LC 8) Max Upliftl=-195(LC 8), 4=-173(LC 5) Max Grav1=708(LC 15), 4=563(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-967/241 BOT CHORD 1-5=-228/835, 5-6=-213/756, 4-6=-213/756 WEBS 2-5=-131/680,2-4=-825/233 Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals. Rigid ceifing directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 1 and 173 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 lb down and 15 lb up at 2-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 54, 2-3= 57(F=-3), 1-5=-197(F=-177), 5-6=-198(F=-178), 4-6=-21(F=-1) Concentrated Loads (lb) Vert: 5=-33(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE, Design valid for use only with Milek© connectors. This design is Lased only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the al:PllcalAIty of design parameters and properly incoirxxate this design Into the overall building design. Bracing Indicaled is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with rxrssfble personal injury and property ckrmage. For general guidance regarding the ial,irii:atii,n, sic rage, delivery, rrr:i;fli,n and bracing of iillsses air ru' irriSi Syai6rils, se:eiarvSiiTPi i Quality Criteria, DS8-89 and SCSI Building Component 69::4 P ark2 Iasi EF:d. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T10664866 TB0295 , R21 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:31 2017 Page 1 R Ps.......__... 1-D-0 4-0-0 7-8-0 r 11-8-0 _ 4-0-0 3-8-0 ' 4-0-0 5x6 = 3x4 = 5x6 = Scale = 1:21.2 3x4 = 4-0-0 7-8-0 11-8-0 4-0-0 3-8-0 4-0-0 Plate Offsets (X,Y)-- j3:0-3-0 0-2-01,(4:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.05 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.08 6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=588/Mechanical, 2=660/0-4-0 Max Horz2=57(LC 8) Max Uplift5=-163(LC 9), 2=-200(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1048/272, 3-4=-865/254, 4-5=-1040/271 BOT CHORD 2-7=-220/881, 6-7=-221/865, 5-6= 222/880 WEBS 3-7=-26/291.4-6=-21/280 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 5 and 200 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 58 lb up at 7-8-0, and 176 lb down and 58 lb up at 4-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4= 72(F= 18), 4-5=-54, 2-7=-20, 6-7=-27(F=-7), 5-6=-20 Concentrated Loads (lb) Vert: 7=-123(F) 6=-123(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 6111-7473 rev. f0/031Y015 BEFORE USE Design valid for use only with MffekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent twckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always regi rued for stat ility and to prevent collapse with posdt>fe rx?rsanal injury arxl property clgrnane. For general guidance regarding the fabrication, storage, delivery, erection onu brucl n,T Or Trusses uric, trim sysierris, seeANSIilPi t Quality Ctiteria, DSB-89 and BC61 Building Component 6904 Parka Fast B-1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandda, VA 22314. Tampa, FL 33610 IJob Truss Truss Type Qty Ply T10664867 T80295 R22 1 Hip Truss 1 1 1 i f I I Job ReferenceIoptional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:31 2017 Page 1 ns,c_FVi•.fi i7?yF' ; c :u - 1-0-0 6-9-13 9-0-0 10-8-0 12-4-0 14-6-3 21'4-0- _- P2-4-0-_- 1-0-0 6-9-13 2-2-3 1-8-0 1-8-0 2-2-3 6-9-13 1-0-0 310 3x8 2x4 11 3x8 3x4 i 3x4 5x8 = Scale = 1:39.0 9-0-0 10-8-0 12-4-0 21-4-0 9-0-0 1 1-8-0 1-8-0 9-0-0 Plate Offsets (X,Y)-- 2:0-2-10,0-1-81,j4:0-4-0,0-0-11,(6:0-4-0,0-0-11,(8:0-2-10,0-1-81,(10:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.21 2-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.57 2-10 >436 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.20 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 91lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=837/0-8-0, 8=837/0-8-0 Max Horz2=96(LC 12) Max Uplift2=-21 O(LC 12), 8=-21 O(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1179/273, 3-4=-955/224, 4-5=-829/208, 5-6=-829/208, 6-7=-955/224, 7-8=-1179/273 BOT CHORD 2-10=-217/989, 8-10=-154/989 WEBS 5-10=-83/527 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=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 2 and 210 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. la'03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. this design Is based only upon parameters shown, and is for an individual building component, not a If system. Before use, the building designer must verify the applicability of design l:srameters and pioperly incorporate this design into the overall I1 iTek" building design. Bracing indk.ated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always roquired for Anbliny and to prevent collapse with possible peiscxxrl injury aril property dornage. For general guidance regarding the iVl rabri afion, storage,, delivery, erection and bracing of trusses and truss systems. See-AfiSii TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka Bast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T70664868 TB0295 R23 Hip Truss f i 1 I Job Reference (optional) I Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:32 2017 Page 1 Yi:•:: •_c: v: ........ .. ... :: .rm: .... .. .. .... .. - r;aSJi kfir J_'r 1-0-0 31 7-0-0 5X6 = 6X8 = 7-0-0 1-0-0 Scale = 1:39.0 3x6 = 6X8 = 4x6 = 3x6 11 3x6 = I 0 7-0-0 14-4-0 21-4-0 7-0-0 7-4-0 7-0-0 Plate Offsets (X Y)-- 3:0-3-0 0-2-71 (4:0-4-0 0-1-15j j9:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.11 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.44 7-9 >561 180 BCLL 0.0 * Rep Stress Incr NO WB 0.29 Horz(TL) 0.11 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 97lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No-1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-6 or; bracing. BOT CHORD 2x4 SP No.2 WEBS T Row atmidpf 4-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1609/0-8-0, 5=1609/0-8-0 Max Horz 2=-76(LC 13) Max Uplift2=-550(LC 8), 5=-550(LC 9) Max Grav2=1662(LC 15), 5=1662(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3195/975, 3-4=-2719/900, 4-5=-3191/975 BOT CHORD 2-9=-844/2852, 8-9=-794/2758, 7-8=-794/2758, 5-7=-798/2796 WEBS 3-9=-112/945, 4-7=-92/933 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in ail 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 550 lb uplift at joint 2 and 550 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 223 lb up at 14-4-0, and 676 Ib down and 223 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-4=-112(F=-58), 4-6=-54, 2-9=-20, 7-9=-42(F=-22), 5-7=-20 Concentrated Loads (lb) Vert: 9=-475(F) 7=-475(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mt1-7473 rev. 1010312015 BEFORE USE. Design valid for use. only with Milek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicabilityof design parameters and properly incorTx)Tate, this design into the overall building design. Bracing indicated Is to prevent trickling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' is always required for stability and to prevent collapse with possible personal iniury aril property damage. ror general guidance regarclina the -- . tabiicafic n, storage, u'riivery, rrri:ili,r: arru' bracing i,i ir iaus ai rd ini5s sysierrrs, sreANSiITFi i Quality Criteria, DSB-89 and SCSI Building Component 6aua parka Ea-4 Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type aty Ply T10664869 T60295 f RF03 FLOOR it fG Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 3-5-9 359 1 5x8 = 2 3x8 = 7.640 s Apr i n 20i o Mi i ex inousvies. inc. i nu mar io i i :o2:a2 20 i r Paget sr...:•: v: ...., n^" i 3S is :Rr;;;;ce,r;;.;c_ct fin,r.^rc .... 13 ' 3-3-13 3-5-9 2x4 3x8 = 3 11 12 4 Scale = 1:23.4 5x8 = 2x4 11 5x8 = 4x12 = 2x4 11 3-5-9 3-5-9 6-9-6 3-3-13 10-1-3 3-3-13 3-5-9 Plate Offsets (X Y)-- 2:0-3-8 0-1-81 [4:0-3-8 0-1-81 [7 0-3-8 0-2-8j [9:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.12 8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) 0.22 7-8 714 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 155lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-9,2-8,4-8,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 10=1860/0-9-12, 6=2859/0-8-5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1812/0, 1-2=-4190/0, 2-3=-7579/0, 3-11=-7579/0, 11-12= 7579/0, 4-12=-7579/0, 4-5=-5719/0, 5-6=-2781/0 BOT CHORD 8-9=0/4190, 7-8=0/5719 WEBS 1-9=0/4340, 2-9=-1554/0, 2-8=0/3637, 3-8=-2029/0, 4-7=-2164/0, 4-8=0/1996, 5-7=0/5883 Structural wood sheathing directly applied or 4-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-100, 3-12= 208, 5-12=-382, 6-10=-10 Concentrated Loads (lb) Vert: 11=-1601 WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411--7473 rev. 10(03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design rurameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing Welk' is always required for stability and to prevent collapse wtfh possible r>rarsonol injury and property damage. for general guidance regarding the fabrwafior :, storage, delivery, erecilon and bracing of Trusses and imss syslerns, seeANSU TPi t Quality Criteria, DSS-89 and SCSI ouiiciing Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tarrgra, FL 33610 Job Truss Truss Type city PlyI T10664870 TB0295 Vol Valley Truss 1 1 I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t30 2x4 i 2-0-0 2-0-0 2-0-o 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:33 2017 Page 1 1GC, F!, >k: AliUZTv. _mbHK-P7P8." FD8s f'. w4oIILc.,Bc"fjU_ __...___. y Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.01 3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 3 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lblsize) 1=50/1-10-8, 2=50/Mechanical Max Horz 1=30(LC 12) Max Upliftl=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 24 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/0"015 BEFORE USE Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an IndlAcluat building component, not a truss system. Before use, the Nillding designer must verify the applicability of design rwArameters and properly Inc:ortrrclte this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing M iTek' is always required for stability and to prevent collapse with possible p ensonol injury crxl property d:rnogP. For general guidance regarding the 7 rabricatk n, storage, delivery. erecli n and bracing A m1W-S and truss systems. sreANSUTPI i Quality Criteria, DDSB-89 and SCSI Building Component `904 'parka East Btdd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. ( Tampa, FL 33610 Job Truss Truss Type City Ply T70664871 TBO295 V02 valley Truss 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Mar 16 11:52:33 2017 Page 1 ID:pv7•Of'P?skY;: iLl_Ta?ii>_mbHK-PTPB "r;FDE _s8v.-isOvr4011L1'C-:dEEf1_033 `u_—agog 2-11-1 1-0-15 2x4 - 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 4-0-0. Ib) - Max Horz 1=75(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4, 5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconctlrrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1,17473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design ixactmoiers and properly incor1_xxate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for Moblilly and to prevent collapse wilt, pomble pe. sonol injury and rxorrerty clat> rnage. For Fnerol guidance regarding the 7 fu- brloulion, storuge, delivery, erector, and brucirg of trusses ono inks systerns, see-ANSI/TPi l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. V/ldr For 4 x 2 orientation, locate plates 0-1r0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PIJUE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 6-4-8 dimensions shown in ff-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. 2012 MiTek® All Rights Reserved mm MII MiTek" MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. I B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY BEARING HEIGHT 56HEDULE i!i!i!i!!!i!O_i!i Hanger List H1 HTU26 H2 THA422 NOTES: J DING 1.) REFER TO HID 91 (RECOMMENDATIONS FOR C ORD HANDLING I115TALLATION AND TEMPORARY BRACING.) REFER ENGINEERED DRAWINGS FOR PERMANENTSp`r BRAE REQUIRED. FPAR 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR 1 ALTERNATE BRACING REQUIREMENTS. y 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY O1 V FRAMED BY DUILDER. 1 4.) ALL TRU55E5 ARE DE516NED FOR T o.G. a7, MAXIMUM 5PACIN6. UNLE55 OTHERWISE NOTED, 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE GON5IDERED TO BE LOAD BEARING. UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRU55E5 MUST BE IN5TALLED WITH THE TOP BEING UP, 7.) ALL ROOF TRU55 HANGERS TO BE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 51MP5ON THA422 UNLE55 OTHERWI5E NOTED, 8.) BEAM/HEADER/LINTEL (HDR) TO DE FURNI5HED BY DUILDER. 5HOP DRAWING APPROVAL TM5 LAYOUT I5 THE 50LE 50URCE FOR FABRICATION OF TRU55E5 AND V0I95 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF TM5 LAYOUT MUST DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL CONDITION5 TO INSURE AGAWST CHANGE5 THAT WILL RE5U T IN EXTRA CHARGE5 TO YOU. Rejted Delnry Dote App- d >p Dete: klBuilders IB FirstSource Orlando PHONE: 407-551-2100 FAX: 407-051-7111 Plant Gity PHONE: 813-759-5951 FAX: 813-752-1532 Taylor Morrison Homes uaDEt: Manchester A Lanai Lot xx Building and Fire Prevention Product Approval Specification Form J\-DING Permit # # 1 7- 1 9 0 6 Project Location Address 4fff Rocky Grove Lane °FPAR 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 theapplicablelistedproducts. 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.orq. 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 Florida Approval # 1. Exterior Doors Swingling Therma Tru- Sliding MI Windows Sectional Amarr Garage Doors Roll U Automatic Other 2.Windows Single Hung M Windows Horizontal Slider Casement Double Hun Fixed MI Windows Awning Pass Through Projected Mullions MI Windows Wind Breaker Dual Action Other June 2014 1 Hinging Ext. Door (front door) iding Ext. Door (Standard SGD) ctional Ext. Door (Garaize SF) lock Sinele H ser. Frame Fixed Glass ullion — Vertical L15225-R3 L15332.9 L5302.10-R6 IFL17676.2,9,16 8644.04 8504.2 I- t;ategory / Subcategory 1 3. Panel Walls Si Manufacturer Product Description Florida Approval # including decimal F din Soffits Storefronts Alpha Aluminum, Inc. offits FL12019-R5 Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other tlas Roofing Shingles InterWrap, Inc. Underlayments eather Vent Roof Vent 4.Roofing Products Asphalt Shingles Underla ments RoofingFasteners FL16305-R4 FL15216-R2 Nonstructural Metal Roofing Wood Shakes and Shingles IF Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate I Cements/ I Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Dade Approved Roof Vents Other Miami June 2014 Category / Subcategory 5. Sh utters Manufacturer Product Description Florida Approval # include decimal) i Accordion Bahama Colonial Roll u j Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Plates FL2197-115 Engineered Lumber Truss Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products jHVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature 4 Applicant's Name Please Print) June 2014 Busine5 ProfeJ, Product Approval sJ USER: Public User R Qu,14on f'rf,u<i;:Lf i.9'.41YslZn II1t > €adti,+' or { ttcbian car.t'. ?: ,jetd+„c4 =AgCk cakfan Detail k rRs s FL# Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL16305-R4 Revision 2014 Pending FBC Approval Atlas Roofing Corporation 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770)946-4571 mcollins@atiasroofing.com Meldrin Collins mcollins@atiasroofing.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Zachary R. Priest PE-74021 UL LLC 12/31/2020 Locke Bowden Validation Checklist - Hardcopy Received L16305 114 COT ATL13002A 2014 F ProdUc PY Ir t 0 Shingle5.odf Referenced Standard and Year (of Standard) Standard. Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:/hwww.floridabuilding.org/pr/p. _app_dtl.aspx?param=wGEVXQwlDquJBMjgU1j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method i Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes jQ5 k4 It TL1306214 2414 Q_Pr _4KQ!L"v uation Shingle5.pdApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL134412.4 2014 FBC Product; Evaluation Shinales.oGf Created by Independent Third Party: Yes tI.YC£t _ Ncst Contact Us :: ,i, q$ tdirign f14 51.rctitTaftafiacwe f4 323,nftldrtc:..854•:411-i&24: The State of Florida is an AA/EEO employer.,Cppvritbt 2fJ237=2fJSx' agg„gf Ftor{da.:: Privacy Statement :: 4 :: flefnrrd Statgrr nt Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F,S., please click here . Product Approval Accepts: WmEgm Wci trftti \ tl un -, i https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDquJBMjgU l j3N... 7/20/2015 uIXEEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 5TH EDITION (2014) Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 1523.6.5,,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 This evaluation 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. ATLAS ROOFING CORPORATION CREEKAsphalt 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 -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 wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster& Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, StormMaster& Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation 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 (V it): Tough-MasterO 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope. Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in, plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min, 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36" Nails Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 38" Flails 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 Flonda product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Wit): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ) Underlayment: Min, slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 39 319' Nrn t7 ga 9alwaniiedrafin9 nail Jr......".riN min 3/d'heed 12 V2" 2P CD Ej C-DITI-C I 8' e L__..._ Figure 3. Prol-AMT11 Architectural Shingle 4 Nail Pattern (non-HVHZ only) Mtn. 12 pa dng d-*mep nN wile min.. Ir"W rim TYPt 7 Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002. 4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify 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 & StormMaster® Shake Basic Wind Speed (V, ij): Basic Wind Speed (Vasd) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. in accordance with FBC requirements; Solidly sheathed min. 15132 in, plywood or wood plank for new construction; Min_ 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21,12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 5. Pinnacle® Pristine and StormMasterO Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002A 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. hw CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V it): Basic Wind Speed (Vasa):. Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ), ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in- plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" r J*1 9" i Figure 7. StormMaster® Slate 4 Nail Pattern 1" 9" Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The 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 (Vuii): Basic Wind Speed (Vag): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 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 (V u): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 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. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. t 12 ga. 1-1/2" ring shank nail 12„ 6" I i i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 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 within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ti tti4tii/r)' p9;., r 2015.06.2 r 4 a No 74021 '• = 9 1 2:55:48 NW.++siia... i...i,•i i t Cc 04' 00' STATE CIF ' 4J, FAIN, rrr,s . O R 1 O,.•`,.: Zachary R. Priest, P.E. Florida 21 1©NAit Organization No. ton A E9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation.. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 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. vn In Certificate of Authorization No. 29824 Cam' fOR E E K17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" 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 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) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 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 ATLI3002.4 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. r ATLAS ROOFING CORPORATION 1sCREEAsphaltShingles 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 GlassMasterG30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut@ Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerrield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 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 (V„ ii): Tough -Master® 20 Basic Wind Speed (Vasa): 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. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. Nails 1 w war r a fYw a ! rr OW 5(8« F — jr —+ — t 2" -- +--12° Figure 1. GlassMasterV 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) In Nails 1 12" i 5/8" 12"12" --+ 12" -- 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 ProLAMTm Architectural Basic Wind Speed (Vu,a): Basic Wind Speed (Vasa) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min..7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope 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. ns. izya gaVauaaoorw a i''wN min 3/8'heaa F' t a tn- ty{f m P O O I.LD O oO U 3 CD O C7 (] O f 6. 61All Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern t4' ATL13002A FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify 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 (V„ it): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): S_ Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ) Installation (Non-HVHZ): Min, 12 ye. 90—t d —41-9 null wfh On, W h.ed 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. FCWA 12 I U l .t C_I _ a t77 U E5 O Cl _. [Cl—iL Y_.. I 1 3t t Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) e 14n MoorCP CD CD CD M G. :loor ra+..r1Oarrt 6' i tl Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vuit): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph 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. Figure 7. StormMaster@ Slate 4 Nail Pattern 9. Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The 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. M CREEK TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (V„ it): Basic Wind Speed (Vasd) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. 0S13 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,. 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V it): Max. 194 mph Basic Wind Speed (Verd): 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 manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 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 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 wx TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck, 7) installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. P t t t Pzr,,", p( jx\ 9/ No 74021 r rcZ STATE OF ;` 0Rto. N 0 N A`00 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. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluationreport is provided for State of Florida product approval, under Rule 61G20-3. The°manufacturer shall notify CREEK Technical Services, LLC of any product changes ar quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online`, Page 1 of 2 f iifira (fd BCIS Home 1 Log In I User Registration 1 Hot Topics Submit Surcharge Scats & Facts Publications FBC Staff BCIS Site Map Links Search Busines o fess1t a) Product Approval USER: Public User p ' Vj U ! t4lat'Nhnt1 Propuct Auniovbt Menv > Prpdvct or Acalicatfotr Sea%1b> ft2iiotiam UA > Application tietall FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33534 813) 884-0444 lyle.pestovv@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V! Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. 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 Jill • ; * jwsm Standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.org/pr/or_app_dtl.aspx?pararn=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 IWL ACMTM AMERICAN CONSTRUCTION METALS 5140 West Clifton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted 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 7batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 TABLE OF CONTENTS SHEET# DESCRIPTION 1 T ical elevot ons 8 general notes 2 Panel details 3 SaKt detals 8 des' n pressures 4 Soffit detals 8 design pressures 5 Soffit details, design pressures 8 bill of materials TRIPLE 4 N) T4. 7i 2 (.0115 TH'Cr) T-" 4 (AiW1THCK) QUAD 4 Q4 44012 (. 011 $' THICK) Q " 14 tDI3S THCKI 8 BY.. JK m n: LFS 3 Mna NO,: P Ft.- 17f)19.1 °o Ef t OF S A SPAN-" A " ROOF OVERHANG ROOF FRAMING ALUMINUM nm EMU ORSOFFIT //— WOOD SEE DETAIL. A / FRAMED SEEDETAIL"B" ._._/ SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shawn wi truss,/framing cantilever) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSF) POSTTIVE NEGATIVE B" 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 14" 38.5 38.5 16" 30.0 30.0 NUit: "VLJU rrtnmmu DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD M 1!8" NAX. DETAIL " 6 " F-Channel ROOF OVERHANG ROOF FRAMING CMU OR SUFFII WOOD DETAIL "C' FRAMEDSE— SFE.DETAU."D" SIDE VIEW - SINGLE SPAN w/]-CHANNELS TRIM NAIL ATTACHED THROUGH FASCIA 0 16"O.C. MAX. Shown w/ truss/framing cantilever) STAPLES INSTALLED 99 ENDOFPANFLAND 8' MAX. O.C. SEE DETAIL "J ", SHEET 51 118" MAX. — DETAIL"A" Fascia STAPLES INSTALLED ® 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ 17 O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 0 12' O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ I7 O.C. INTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24" O.C. INTO FRAMING IIIIIiIII vL r• • • b j . N SPAN'A ROOF OVERHANG i lCo z ROOF iif um n 00FRAMINGi ALUMINUM Lx V ; i d FASCIA g E z m° o TR!M 0 N< 2* a4 SOFFIT 1 EMU OR ! W000 E cz6 mai(L SEE pETAIL"A' / FRAMED aa SEE DETAIL. SIDE VIEW - SINGLE SPAN w/]-CHANNEL Shvvn w/ truss/Trarniig cantilever) g MI QZ z s `- w caui STAPLES INSTALLED 12" O.C. (INTO WOOD( IN J-CHANNEL SLOT OR T-NAIL 0 12' O.C. o INTO WOOD OR MASONRY( o a LL STAPLES LOCATED 24" O.C. INTO FRAMING —7 g x I'1 MAX. 5 1"MA. STAPLES INSTALLED @ 170.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 12' O.C. DETAIL " D " J-Channel Fascia DETAIL "C" J-Channel SUBSTRATE NOTES: 5cuF: N.T.S. MO. am JK NK, W.. LFS 1. WOOD SUBSTRATE: G = D.42 OR BETTER aw;wwo No,: 2. MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) FL--12019.1 OR HOLLOW BLOCK (ASTM C90). SHEET 3 OF 5 ITEM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL. 3105- H14 ALUMINUM 2 J" CHANNEL .0155' THK. AL. 3105 - H24 ALUMINUM 3 r CHANNEL .0155"THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANEL 1.0115 OR.0135' THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135' THICK) AL. 3105 ALUMINUM 7 15x1-3/4"TRIM NAIL S.S. 18" GA. X 1/4" SS STAPLE w/ 7/B" MIN. EMBEDMENT) STEEL 9 2' X 2' BATTEN STRIP (C>--.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT, 15/32" PLYWOOD OR BETTER WOOD i l 09T' DIA. T-NAIL W/ 5/8" MIN. EMBEDMENT STEEL 12dX3.1/4" H.D. GALV, STEEL COMMON NAIL 0 24" O.C. w/ 1-3/4" MIN. EMB. y DETAIL" H " I X2 VER11CAL FRAMING (G>=0.42) ATTACH W/ 2-8d COMMON NAILS 0 TOP TO ROOF FRAMING 12d X 3-1 /4" H.D. GALV. STEEL COMMON NAIL 0 24" O.C. w/ 1-3/4" MIN. EMS. STAPLES INSTALLED 0 v STAPLES INSTALLED J END OF PANEL AND END OF PANEL AND 8" MAX. O.C. 6' MAX. O.C. SEE DETAIL -J') (SEE DETAIL "J ") 5 6 DETAIL" I " C. MAX. X. Z= ep a c m SPAN „A.. rrk` ROOFCVERHANG onmz U N •; 0 x=d z d ROOF SEE DETAIL" B SHEET E m° c FRAMING ( i 1 0A bra 1" t maa EEi y3 f =, __ _. --N.. q/ I --_--_- EMU OR SEEDETAIL - A" ^/ - / -- _. i FRAMED SHE3) J t CONTINUOUS SEE DETAIL " H -• - BATTEN 0 CL SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN. Shown w/ truss/framing cantilever) TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A DESIGN PRESSURE (PSI) POSITIVE NEGATIVE t6•' 70.0 70.0 ta" 66.5 66.5 201• 60.0 60-0 27 54.5 54.5 24" 50.0 50.0 SPAN A - ROOF OVERHANG SEE DETAIL" G " SHEET 4) ROOF FRAMING SEE NOTE 2 1 i 1 LESIF— CMU OR WOOD SEE DETAIL' I8 11 FRAMED SEE DETAIL SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN_ CONNECTOR NOTES: ( Shown w/ truss/framing overhang) 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1, WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMON NAIL OR 3/16" TIW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE:3,000 PSI CONCRETE (ACI301) MIDI. 1- 1 bV EMBEDMENT) 0 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). kr: N. T.S. e, JK a LFS WING NO.: FL ....12019. 1 tr 5 of 5 Florida Building Code Online 18504.2 Page 1 of 3 BCIS Home Log In j User Registration Hot Topics Submit Surcharge ' Stats & Facts ; Publications i FBC Staff r BCIS Site Map I Links ; Search F€Ci d4 LProcluct Approval USER: Public Userrw1.x_<. Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.pdf 1710.5.3 Method 2 Option B https://floridabuiIding.org/pr/pr_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 Summary of Products 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 FL18504 RO AE 512079A.Ddf 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 FL18504 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 FL18504 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 FL18504 RO II M-2285 Horizontal 08-01834A.pdf Verified By: Luis R. Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes 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.Ddf Zone 3. 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 FL 18504.R0.._II._M.-2285._ Vertical._ 08.-01833A...pdf 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. 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 FL18504 RO II M-2302 Horizontal 08-01456A.pdf Verified By: Luis R Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes 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. 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 FL18504 RO II M-2302 Vertical 08-01447A.odf 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 512071A.Ddf Zone 3. Created by Independent Third Party: Yes Badc Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email address which can be made available to the public. 7o determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: vrwc,-. credit and Safe https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2fb/o2ftCOhpJQgi... 9/6/2016 t C) ES: T H E P R t'.) D: . -T SHOWN HEREIN 15.3 DESIGNED AND MANUFACTURD' Ti) COMPLY W[IH R'EC'U'RE1,AENTS OF 11 L I_0RI-1A BUILDING CoD.- I ! I 2) 'NOOD; FRAMING TO DESIGNED AND ANCHORED TO PROPERLY TR ANSFER ALL i.GADS TO STRUCT,RE. FRAMING IS THE F'F. E PCNSIHM I - RCHIlF.CT OR F..N-'INFER O RFCORE). E dUly 0 THE A' 3j ALL0%,iA.9LE STRESS INCREASE OF 1 /.3 WAS, NOT USED iN THE DDESIGN; 0.' THE PRO-JCI SI 1OWN HC; EIN. AND LOAD MJR'ATIc?N FACTOR Cld-1,6 ','1AS USED F,'--,R 'NolOD ANCHOR F I - APPR-,,V,-D MPAC : ROTECIIVE SYSi.71,A LIS NOF F?L F?LF? IIIIS PRODU- T :.'I WIND BORNE DEB FIS R,-GICNS UP TO *ND, 7,D N E. 3. A . :. il 5DESIGNPRESSUREANDNSTAL,ATION DF ILS SHOWN N T IF, DOCUMENT AP--1I.Y ONLY TO MU -LION WNDr.)V.,S MUST B F APPROVE.,) R 15E:.ANA:;. AFP?(.',,VAL.. 6 SINGLE WIN0,C)'N' 'TO B'E- MU' LED AFRE NOT LIMITED 70 - HOs"L SIr,- v1,iN IN TilIF rRAWING. WINDOWS MUST 317. %1ANUz-ACTL)RED BY V1 AND DOORS. INC. 7' DESIGN PRESSURE OF IYULLED UNIT SHALL LBE CCNTRCLEo BY THE LESSER DES: GN PRESSURE OF TI iE M.1,:-tLICN OR THE INDIV;DjI.A- WINDOW 1CR DOOR UN11'. 81 UNUS MAY BE MULLED '. OCIETHER INDEFIN:-ILY AS LONG AS SzNGLL I, -H AND HE: C W0 IHkTARE NOT EXCEEDED AND Vuz_: Is ANCHORED AS SHOWN HEREIN. J.'LLION V.- R—AL INSIrA,--1-A-1,.)N IS SHOWN, VUL-ON Y.-' BE iN WOWZONTAL. APPLICAT: IONS AS LONG AS fN0JcA- H E R IN ARE NOEX C E E DEED AND M';JL 10N1 1 S ANCHORED ACCC, R D: N G TO THIS, D6, cuVENT. DE-S:,','N Pqz.S;SURP. TAPi E INSTRUCT DFF!NE REQUIRED DESIGN LOAD PER F[.()RIDA BUILDING CODE CH APTER 16. DETER^.,11NE TRIEBUTARY ' N:DTH AND MJILUON, SPAN BASED ON PRODUCI TO BE INSIALI-LID. S'LE FORMULA. 'OR R11BUIARY 3) LOCATE MIIZUrN SPAN (i.j,4;- HEIGHT AND TqI0I.;T TAR. 'N;DT;I. D ;: : Q , i ;:A . , I AT H: IN(ERS ICTION fl).:: R-0y, AND XLU%,IN CONTAINING IHE MULLION SPAN AND TRIB(, TARY WIDTH RESPECTIVE12( 115 T?i-- MULLION RAToNG PRODUCT it" STEP 2. MULLICN RAfINC 1. 11167 BE EOUAL OR (,'FEATF.R. THAN ff;0.1 UiREO DESIGN PRESSUIRI E : 031A.NED :N STEP 1. 2 REV`340Ns DEICI. Qlt.`IO14 RR'ISED INSTAI- LATION DETALS ANCHORING NCTES,: uSF wooc FOR ANC -nRiNc; Im0WC,*.)- FRA.,,.ING OR 2y B.UCK SCREW *0,'ITH SUFFICIENT LENGTH TO ACHIEVE A 1 31/8" mumMu-M E IBEDW*N*1. 1-0(E ANCHORS AS SHO'bN IN INSIALLAHON DE:AILS S - I EE: T 3. 2) FCR ANCHIO.RING INI I C, USE 1/4" TAPCON i I H LENGTH TO A`HiEVI: A 1 1/:- MINIMUM r 'M B E C M E N T W1111 2 1/2" WNOAUM EDGE: DISTANCE. LOCATE ANCHORS AS F, I I OWN IN '1NSTA3A,AT'.rJN DETAILS SHEET 4. 3) AILL TO BE CORi%-)SIIDN RES;ST NT. 4) INSIA-LLA'QN ANCHORS 'SHALL BE ITSTA:: ED IN ACCCRDANCE WITH ANCHOR, VANUfACIURER'S INSIALLATION fNSTRJC,:r'NS, AND ANCHORS SHALL NOT BE USPEP IN SUBSTRATES F WiTH STRENGTHS LESSS 1HAN THF MINIMUMSTRENGTH SPrECIFIED BPLOIN: A. lk-110D - VINIMUM ' SPECIPC GRAVI-r.' OF 0=0.42 B. CON(REIE ),v! INW;U.?,A CGMP-RESSIVE SIRENI-TH O= 3,200 Si.P C. MASONRY - STRENGTHCONFORMANCE TO ASTM C-90, GRADE N, IYPE* I (OP GREATER). TO ATTAC H V, I -AJON TO CLIP USE 4's #10 x 1 1/4" FFLF DRILUN(', PER. CTiP. SCREWS MuST BE FIELD INS-AILLIFT). HOLES FOR SCRUNS ART- WOT PRE D'i'-LED By MANUFACIURER. TABLE OF CONTENTS ls- iEET NO. DESCRIPTION NOTES 111-11111. ........................................ CQ, NF' QURA0IOI`q5 AND UP CHAT?' INSIALLAI,')N ULIAILS' MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L. 08-01445 sauE NTS 1D`[e' 01 /11 /12 I"HE"[1 OF 3 tWE I APPRM 0 08/07/15 1, R.L. SIGNED: 0810712015 vkL 0 N o 61 TATE OFeu RED Ad s//to NA L 2 1 /2" MIN I " MIN S!I. EDGE 0,51ANPA ARAT.ION fr BY 0=it:RS 1 114 MIN. EMBE E)ME'NI 4 Q I I ON 1/4" TAPC SILCI'- 796 CLIP SECT M 1926 UU- 10N SECT5796 CLIP 0 , ' NOGG S C P n '4' 1 3 ' /A" MIN 1; 2" WN W0001 FRAO.41NG/ U' SIANCE ............................................. 2X FUCK Ell OTHER'S VERTICAL CROSS SECTION MA§ Q h Efe;Nb KWb *AhAMING INSTALLATION 3 314" .......................-I 1 " - 3' a, 2 A.. u--L 2X 01111" SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-T5. 125"THICK SECT5796 CLIP FOR WOOD -FRAMING INSTALLATION ALUMINUM 6063-T5. 125"THICK 2 z ............. ---------- SECT M- 1926 MULLION ALUMINUM 6063-T5.125" THICK RC05. 0.'S RFVISE:) NSTALLATION DETAI_S MT000022 CLIP 16GA (. 063) GALVANIZED STEEL D. A E I . . ... . . ...... 08/ 07/ 15 1 1 SEC 579;31 OR 1" M100002211"' CLIP SECT579b, OR M1000022 CLIP CLIP INSTALLATION SIGNED: 0810712015 MI WINDOWS AND DOORS o 650 WEST MARKET STREET GRATZ, PA 17030-0370 o Ste M-1926- VERTICAL MULLION 83,, MULLION SPAN INSTALLATION DETAILS OF .4u 0 4— DRAWN: RE'v V. L. 08-01445 A AA L s- l-AiE NTS DATE 01/11/12 3 OF 3 1 tfj W 1 - W2 -- 8 I , s FPAN1 HFG'HT WINDOW WINDOW MUILICN SOA,N) t erf f fJ r..___. ?.--- ........_..._ 10, 3/A'- COM.FiNED WIDTH RLVIS:DNS 107 /8 103/3 R£r DESCRIP-ON DATE-PPROVED C) MCaINED 1aIDDi .__. .___............_ ..__..._...__._.._......._ __ .. _.___... ........ ___...._.. A REVISED INSTAJ.,_ATION DETAILS 08/07/15 R.L. wi W2 - 1l-- W 1 -- -- `N2 t FRAME I'WINDOW ` PRAME !WINDOW tHINDOW i, IGtT WINDOW nF1CHT MULLION SPAN} 5-11Vj is A ....._ !-..................... y<1 ................... .._ I f 8. 3• y WINDOW % FRAM {{ HE 0 4 WINDO WlNOOW suL'_ tI}ri t f 10? 3/8.r COMBINED ' NiDTN Dlastgn pressure rating (pso Units anchored Into wood framing Mullion span ( in) Tributary width (in) 18. 13 25.$036:00 142.00 48.00 52.13 25.00 130.A 130,0 130,0 130.0 130.0 130.0 37.38 130.0 130,0 127.2 127.0 127.0 127.0 49,63 120.7 94.3 77..9 73>8 72.1 72.0 62,00 92A 70,6 56:0 51.5 48.5 47.4 65.63 66.5 65,8 51.7 47.3 44.4 43.0 72,00 77.8 58.7 45.6 41.4 38,5 37.0 84.00 6211 45,0 33.1 29.1 26:3 249 107 3/ G 1MI? INEG WIDTH S3• , , WINDOW Ff AME ( 1 HEIG+ I I t1lNP.Qw i wMpOW MULLION' ? dJ 1 h - VQ 107 3j°" MIBINED, 1 r}Ts-i FF iE hA t 107 3/ 11 COMA iNED WIDTH w 1 ..._._.) I_ ..................... 'vr2 ..................._ i I 1 r WINDOW n. M~- WINDOW Gh LIONW( NOO. W 1 I d 1> 1 i... APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3i'8" AS SHOWN HEREIN. Design pressure rating (ps l UnttsanchoredInto masonryfconcrete Mullion span ( in) Tributary 111 25. 50 width (in) 3600 4200 48.00 52.13 25.00 130.0 130.0 130.0 130.0 130.0 130,0 37.30 130.0 130.0 130.0 130.0 130.0 130. 0 49.63 130.0 130,0 130.0 130,0 130,10 130.0 62.00 130.0 115.4 87.8 79.3 73.9 65.63 130.0 96.6 729 65:5 60.5 2 J2,5072.0099.3 724 54.0 4&1 44,0 8400 62. 1 1 45.0 33.1 29,1 26,3 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL D. WINDTONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NO r tNCLUDE FLANGE V 1 (- W 2 -j 107, 3 8. r- COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN: 77 V. L. 08 -01445 SCALE NTS IWE 01 /1 1 /12 s"E`12 OF 3 SIGNED: 08107, 12015 GEN`sF •` r 0,,6125 JA 0NAL1ti L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@Irlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Borne Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 Lo E IV 0 •#: TAT OF ,•c i v \ c,lrlRIDP. Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page 1 of 2 FlodcW Dejaftmentd BCIS Home 1 Log In User Registration j Hot Topics Submit Surcharge j Stats & Facts Publications I FBC Staff ( BCIS Site Map Links Search j Busines, Professi real product liAppr°vaI Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail DG II IP M FL # FL18644-RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. 02/18/2016 v.date. set to reapply per S^Urich's req.zb.02/25/16 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S. 2/A440 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 02/18/2016 02/25/2016 02/25/2016 Year 2005 2008 https://floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquIGtg5bCXRsfAEr. 5/10/2016 Florida Building Code Online Page 2 of 2 FL # Model, Number or Name Description 18644.1 13500 PW 81x63 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50/-50 Other: FW-LC50 Certification Agency Certificate FL18644 R1 C CAC MI Windows - 3500 PW B9102 81x63.odf Quality Assurance Contract Expiration Date 04/30/2021 Installation Instructions FL18644 R1 II 08-02818.odf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.Ddf Created by Independent Third Party: Yes 18644.2 3500 PW 81x63 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC APC 3500 FLS 81X63.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 11/18/2017 Design Pressure: +35/-35 Installation Instructions Other: LC-PG35 FL18644 R1 II 08-02818.odf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.odf Created by Independent Third Party: Yes 18644.3 3500 PW 60x96 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC APC - F1910.01.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 10/08/2020 Design Pressure: +50/-50 Installation Instructions Other: LC-PG50 FL18644 R1 II 08-02858.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513666 F1910 2858.Ddf Created by Independent Third Party: Yes 18644.4 3500 PW 96x60 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC MI Windows - 3500 PW B9102 Approved for use outside HVHZ: Yes 96x60.Ddf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-60 04/30/2021 Other: LC-PG50 Negative DP=-60 Installation Instructions FL18644 R1 II 08-02859.1)df Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513667.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Chad CreditSArFrt_ https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquIGtg5bCXRsfAEr... 5/10/2016 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE, FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1 X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD, 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 1. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS I REV I DESCRIPTION I DATE I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350DSDLITES, 350OSP, 3540PX, 3540T, 3540SDLITES, 35405P, 3250PZ, 3250T. 3250SDLITES, 325OSP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500FIPSP, 358OWP, 3580T, 3580SDLITES, 358OSP, S-350OPW, S-3500T, S-3500SDILIFES. S-3500SP, S-3540PW, S-3540F, S-3540SDLLES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-354OSDILITES, W-3540SP, 1255PW, 1255SP, 1280PW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. TABLE OF CONTENTS ISHEETN0. DESCRIPTION NOTES ELEVATIONS NSTALLATION DETAILS SIGNED: 0211712016 MIWINDOWSINDOWWEST IR IIto MARKEDSDOORSTREET\`\J\5 9• GRATZ, PA 17030-0370 GENS sf+% 1Oy6125 *= SERIES3500FIXEDWINDOW*• 96" X 60" NON —IMPACT o (k' NOTES O•• TAT OF ` ii. c S F(0R104' GN#`'z' DRAWN: DWG NO. REV NAG• 08 50E8590F OONAL,E? NTSDATE02/04/16 3 2" I Fr HE 96" MAX. FRAME W'DTH MAX - 10" MAX 2" MAX O.C. 2" MAX , y 10" MAX i0" O.C. AX. IGHGHT SE FO OF SERIES 3500 FIXED WINDOW 2" MAX EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: MAXIMUM D.L.O., 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART #T Height CHART #1 2 NUMBER ANCHORS 1 36.00 1 42 00 1 48.00 I 54.00 1 60.00 1 66.00 1 7200 1 78.00 1 84.00 1 90.00 1 96.00 1 DRAWN: N.G. SDA E NTS DESCRIPTION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION DWG N0. 08-02859 DATE D2/04/16 1 SHEET OF 3 REVISIONS DATE I APPROVED SIGNED: 0211712016 I1.0A, G jGE?NS 9d' o T`AT 6EOF • :z 0, REvFd''°CORI P; 1 3 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED ----- — SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR REVISIONS DESCRIPTION WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE F WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL 1/4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES: 1- INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FRAMING DESIGNED IN ACCORDANCE WITH ASTM E2112 BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS DRAWN. DWG NO. N.G. 08-02859 SCALE NTS 0n7E 02/04/16 SNEET3 OF 3 DATE I APPROVED SIGNED: 0211712016 S\ 1 t l I I CO v,•',GENSF9cP PO4F.' R p` STAT i0.t• ` RE' 10NA 4P iFssG\i. L. Roberto Lomas P.E. 233 W. Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market Street Gratz, PA 17030 Product Line: Series 3500 Fixed Window 96" x 60" - Non -Impact Engineering Evaluation Report Report No.: 513667 This product also labeled under the following names: 350OPW, 3500T, 350OSDLITES, 3500SP, 3540PW, 3540T, 3540SDLITES, 3540SP, 3250PW, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDLITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 3580WP, 3580T, 3580SDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDLITES, S-3500SP, S-3540PW, S-3540T, S- 3540SDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDLITES, W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES, and 1255HPSP Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(a). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-02859, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: B9102.01-109-47 signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA. AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: t60.15psf Water penetration resistance 7.52psf 3. Anchor calculations, report number 513667-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +50.0/-60.Opsf. Maximum unit size: 96" x 60" Units must be glazed per ASTM El300-04. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be rigid PVC. Installation: Units must be installed in accordance with manufacturer's installation instructions and approval document 08-02859. 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 0III111/1// N J S R -yrE TAT OF-, X''•: c0RIO:• ONA1. 1E?G\ Luis R. Lomas, P.E. FL No.: 62514 02/ 23/2016 Florida Building Code Online Page 1 of 4 FL17676.16 BCISan ;. ' m rlda L>,p,`mef, BCIS Home Log In User Registration ; Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff Site Map ` Links ; Search i Busiines Professi© a Product Approval USER: Public User Reg€ {- fib Product Approval Menu > Product or Application Search > Application List > Application Detail 1 f r FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 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 Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 1 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 36x74.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.0 ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.pdf 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.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.1)df Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FL5 48x96.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B I1.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.pdf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.2df Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676-R2 II...08; 01514 512141,,pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.odfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: B- Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Gre Med https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Validator / Opemtions Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-03TO Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION 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 of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA/WDMA/CSA 10111-S. 2IA440-08 I-C-PG35`-2731XI867 (I 08X74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN.) FRAME SASH Code, MTL 10817 PVC)t01X.Otx.Q110IG) 2731 mm x 1867 nun 60 rom x 919 mm tNS GL.)(REtNF)(nLT)(ASTM) 9`w? x V'r) VIDOx, 3*011) Z This Certification will expire April 12,2017 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.: C7327.01-109-47 Date of Report: May 7, 2013 Date: May 8,2013 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification Laboratories, A,h, 4RL aci te'd Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 108" t2' O.0 2" typ I-- Mac 2" typ 2" o.c. Max. a h jam" CLEARANCE ALL FOUR SIDES) C "NAIL FIN" IS A GENERIC T.RM WHICH NOTMEANS OM13EU CONFUSED WITH '1 /2" HEAD DETAIL FLASHI ErY OTHE Anchor See Section Details) Min Edge ?a" SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. 1M AS QUIRED DRYWALL Jr. — , v \ TOWN WITH 1 /2" SHEATHING) MUST ACHIEVE 1-1/4" PENETRATION INTO STUD. . SILL DETAIL Notes! 1. Installation depicted based off of structural test report I C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations ore assumed 2x S—P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims sholl be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2" from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108" x 74" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) S THING Min Edge Distance g" ^+ ` x'"'' Te INSTALLATION INSTRUCTIONS V.M.R. 8-20-09 do FASTENER SCHEDULE — FIN— oeam ""M JAMB DETAIL „ 3540 Single Hung NONE 1 a 1 Windows & Doors Continuous Head and Sill Gratz, PA 1 13540 SH CSH FIN — Florida Building Code Online F71 7676.9 Page 1 of 4 rida Deena-er,,cq BCIS Home j Log In ; User Registration Hot Topics Submit Surcharge 7 Slats & Facts i Publications FBC Staff S BCIS Site Map ';- Links i Search Business' l Professi© al USER: UPublic UPserovalF Regulation I?`Trytu.uu i Product Approval Menu > Product or Application Search > Application List > Application Detail E FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 13540 SH 136x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.pdf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.i)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be 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.pd Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.1)df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.pdf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.pdf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.pdf 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.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96zpdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 1I.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.pdf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 117676.13 13540 SH 15202 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.pdf Created by Independent Third Party: Yes 117676.14 13540 SH 152x84 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x84.1)df Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions F .17676R2_._II 08.-01514_512141..pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 As 52x84.Ddf Created by Independent Third Party: Yes 17676.15 77T3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes R v. fImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.pdf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes 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.pdf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: et'cy Credit IWArFE https://floridabuiIding.org/pr/pr_app_dtl.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 The Product described below is hereby approved for listing in the next issue of theAAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of'the results of tests, accornpanied 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 TESTEDAAMANVDMAICSA1011I.S2fA440-08 LC-PG40'-914x2134 (36X84)-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 Code: MTL 7157 PVC)tO/X)(IG)(tNS GL) 914 mso x 2134 mmi 867 mm x 892 mm REIN F)(71LT)(ASTM) 3'0!'x 7'0") 2'1[W' x 2'111 2- This Certification will expire July 27, 2020 (extended from July 27,2015 per AAMA 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.. B1910.01-109-47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1 /11) Validated for Certification 4-U_ od teddLaboratories, Inc. Authorized for Certification ArrieridW Architectural manufacturers Association M,""ox. F'Rii[hE 4YDi1 -- t iIN. .`! O 84 MAX. Fr ME i X SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW_ EXTERIOR VIEW DESIGN PRESSURE RATING J IMPACT RATING 40.01-50.OPSF NONE Number of anchors rewqutred at each]amb Height in) Panel width (in) 24.0 30.0 38.0 24.0 2 2 2 30.0 2 2 2 36.0 3 3 3 42.0 3 3 3 48.0 3 3 3 54.0 3 3 4 60.0 4 4 4 68.0 4 4 4 72.0 4 4 5 78.0 4 4 5 84.0 4 5 5 it.f=.I. F C;;- •';FJ 1.F!... ;; SHEET NO! t F I I- N S, A C ;- i . AY;AND NOTF, A I ..J 1.I . 1 DF T.. S 1 L 17 12 I Ir r3 'I F I i - N.7 U "(J" lv MP_.." ., Y r NS1 LP LOADS' 11 t EI A!.N: L J - sI h 1E _N E O R 'R rII v :RE: 1X hSK I NOt 4JI b D\R ?A; dUrl (` tr W ( i i i f _;) l , - 1 AC4 Df AlE f JI F . O i ., li P. INCH<. a.:.,t._,.. IN .. F . I`. TN .0 ,_, .,;! . .,N rACTOR O1 ii,., AVE % AA( "AL`: Y'',*U')ED =:IGID . v,. r H h iT, i BF F NFCRGFT ti I r °; 7 ' F F• :.N RCEM F N1 . MrE v' PAILS A,.1 r F: FOR F F F '.rG. CF.PAc.ivi. PA( '> . - i'd. ''1 w .....a..0 T?...a_ r , i.., F .,..vf._ !?! `!:',:D a' SHIMA-: 3E f A .CH II ' v A-CHOR ,E o .. F,l,+ h._,?_ ,'. ,' lc JI. .. _ CCJ P' VAXIM %A Ad,_,4 _-3_L W'l CK 1'(D BE: 1/4'. Ik( :. J't. .`ak. £ IAf 4 , IC_:NT ENCII 10 E ! :/4" !1.R.IE,RUIY' _P,'i:^^. IIT ___ii,1':L r,!1 5` 1;1 ",R.11'Vt 11 r.. C 5.r,.:... ,C'.TE 4,N HOF,S S Ht:` r` :.:_FVATCI•., ;,N0 Tp', L"J(11N C^-';a_5. ip 70 .,. .. 'J7A1 N QR 2X UL tt `? r.., iD .. •_W `N; 2. I ._ P t. 2o... „J4 iN I- VA v Ad_ I, d , JF",4- '0„E ''Al I?I ON NST tl JTJO NS. AN[) A'J;.r;;:F:..SIIALL N, Sil: IRSTR t 1 RFv5HS 1 ,S} 7HAN !?-':. Lid. J T FvviE 2,%: r.. c.„ STRE` .. CON'; 01 P1114AN ASrwl C ;;4` N. `- ATD_,` SIGNED: 1012112011 M650 IWESQTWMARKETS Q DOORS wl Ilt0 TREET GRANT7, PA 17030-0374 J\ S 4 ,// v,• E SF:,p 0 51 *^ SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES AT OF Y;: ,:; v. L.:. 08 '0c 372 - 1pMA`y G\\, NTS 10/17/11 1 OF 3 A.................................. ....... . .. cj) 3P 4,4. IT SE: INTERIOR NIMN EXTERIOR INTERIOR EXTERIOR N 0. B E. 'SE. N lull, AP R 'V:—:—' S- Al A, N HORIZONTAL CROSS SECTION 2X BUCKIWOOD FRAMING INSTALLATION Y DIE P 1 is APPPOW[J.' "I'AlANT 7 .............. VERTICAL CROSSSECTION pz IVFRAMING2XBUCK/WOOD WOOD INSTALLATION MI WINDOWS AND DOORS 9Lo- 650 WEST' MARKET STREET GRANTIZ, PA 17030-0370 4f SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 0 iF r F, 6. INSTALLATION DETAILS TAT 0 r V. L. 08-01372 S\\\\\ 1111111110 I N'T S P`2S 10/17/11 OF 3 OR A- e ,I t:. _....v z INTERIOR EXTERIOR` INTERIOR Nlrl j 31 r I r1ell 1 4r n 'e.A < ;,:- K _3:....-'` EXTERIOR S iL____ . I tv; ...._ _ HORIZONTAL CROSS SECTION I MASONRYICONCRETE INSTALLATION E sf f 0 I.I ,..., F r. MI WINDOWS DOORS uuulll7 AND 650 WEST MARKET STREETC0 1,i y VERTICAL CROSS._ SECTION. GRANTZ, PA 17030-0370 GEN&' MASONRY/L'ONCRETEfNSTALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 0 51 k: yE ` INSTALLATION DETAILS ii OF c ORIOP• V.L. 08-01372 — 0NAL1\ NTS 1 10, 1'7, 11 `"3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rilomas@lrlomaspe.conl Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product tine; 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. Supporting Technical Documentation:: 1.. Approval document: drawing number 08-01372, titled Series 3640 Finless PVC Single Hung Window— Non - Impact, signed and sealed by Luis Roberto Lomas P.E, 2 Test report No, B1910,01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc.. York; PA AAMAIWDMA/CSA 101/i.S.2lA440-05 Design pressure. +40.101-50.1 3psf 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 H HZ;. This product is not impact resistant and requires impact protection in wind home debris regions. Installation: Units must be installed in accordance with approval document, 08-01372_ 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 ih'4olved in the approval process of the listedprodUct(s'i. 1 of 1 5 P. ! t Ll0 f f 11%.• t • C E N %9 • cPr'r0 951V• 0= TAT0cv = iLuis R. Lomas, P.E. FL No.: 62514 11107/ 2011 Florida Building Code Online Page 1 of 4 FL17676.2 brid3 Depa lien: BCIS Home E Log In i User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ? BCIS Site Map t Links t Search i Busines rofessi®) , " Product Approval USER: Public User Regulation K, Product Approval Menu > Product or Application Search > Application List > Application Detail H FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 ELEVATION 2" typ. 36' 8. o. c max. 2" typ. 8" o.c. max. cc a';"'CLEARANCE ALL FOUR SIDES) C 'NAIL FIN` IS A GENERIC TERM WHICH MEANS 'MOUNTING FLANGE'. NOT TO BE CONFUSED WITH '1/2' FF FLASH. BY DTHI Anchor See Section Del ca«a r Min Edge 7/18" % HEAD DETAIL iIZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIRE PERIMETER BEFORE FASTENING, SHIM AS REQUIRED DRYWALL MUST ACHIEVESGRE/4( PENE ATIOOWNNTHN" SMEATHING) INTO STUO.s SILL DETAIL Notes: 1. Installation depicted based off of structuroi test report #82133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2' from corners and no more than 8" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO 36" x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) M! Y. 1 per, INSTALLATION INSTRUCTIONS FASTENER SCHEDULE , FIN— PAWWU 77 OAIL M.R. 12-14-09 CHMIm` Windows & Doors 3540 Single Hung somb NONE 1 1 Kv Gratz, PA 7 3540-3240 SH FIH -- I J Validator I Operations Admintstrator) Mt Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The productdescribed 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 of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTES) AAMAIWDMAICSA't0111.S:2tA440-08 LC- PG40"-914x2134 (36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO, SERIES MODEL. & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, LLC 3540 SH (FIN) FRAME SASH 7158 PVC){OiX)(IG)(INS GL) 914 mm x 2134 mm 867 mM x 892 mm Cone` MTL REINF)(TILT)(ASTM) 3'0" x 7'0") 2'1[W x 2'11") 2. This Certification Wit expire July 27, 2020 (extended from July 27, 2015 per AAMA.103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Testedand Reported by: Architectural Testing, Inc. Report No.: 82133.01-109-47 Date of Report. August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP- 04 ( Rev. 1/11) Validated for Certification Z' 4; U— 46dd Laboratories, Inc. Authorized for Certlfieation Ameri Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 N of Products FL # I Model, Number or Name I Description 117676.1 13540 SH I 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.1)df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ydf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 4402.0f ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.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://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.pdf 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.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.pdf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676,_..R2_,.Q,_Q,AC 4FL5 48x96.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013716 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.pdf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.12df Created by Independent Third Party: Yes 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.pdf 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.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II OS_ 01514_512141.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.12df Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72,R35.(072016) Approved for use outside HVHZ: Yes Rev.odfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.pdf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Badr Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: El E 1fed cS1A=FE https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online P; Page 1 of 1deg f4)s l"i. Florida Departmentof BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications c FBC Staff , BCIS Site Map Links Search Busines( Professi n'aI (AUSER: Public User Approval Regulation f l { Product Approval Menu > Product or Application Search > Application List Search Criteria - Refine Search Code Version 2014 FL# 15332.08 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 Bawrrh Rare ite - Annliratinne FL# Type Manufacturer Validated By Status FL15332- Affirmation MI Windows and Doors Steven M. Urich, Approved R2 FL#: FL15332.8 PE History Model: SERIES 430/440 ALUMINUM SGD 717) 932-8500 Description: SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies Approved by DBPR. Approvals by D13PR Shan be reviewed and ratinea by me PUL and/or the LOmmission IT necessary. Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395, *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: W ® :- M Cre itSC3rel https://www.floridabuilding.org/pr/pr_app_lst.aspx 8/12/2015 Florida Building Code Online Page 1 of 3 Flor'da Department' BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Busines Prof essiN,I CAUSER: Puublic User Approval Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332 R2 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 4 I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity Yes No . N/A https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/ 12/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FL # Model, Number or Name 15332.1 SERIES 420 ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS FL15332 R2 CDC FL15332-COMP.odf Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 Description SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Installation Instructions FL15332 R2 II 08-00500C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15332 R2 AE 510807B.odf Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 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 FL15332 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02248A.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 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.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 FL15332 R2 AE 512969A.odf 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 FL15332 R2 II 08-02250A.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 512970A.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 FL15332 R2 II 08-00499C.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 510806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/ 12/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00501C.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 FL15332 R2 AE 510808B.0f PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 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 SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M CreditSAFE https : //www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtD gtH8 5 72 qvd WI... 8/ 12/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1 X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1 X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHI-ECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'.. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DE -AILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: XIX. I TABLE OF CONTENTS 1 I SHEET NO.1 DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 1 R.L. SIGNED: 1210612013 MI WINDOc 00oRS LLC R 11 L p i,i ooWw. RoseYND 11J\S CARROLLTON, TX 75006 gENSF•giD Z Oy61261 *= SERIES430SGD143" x 80" NON REINFORCED NOTES p • $$$TAT OF i O Fs FCQR% DRAWN: DWG NO. REV 08 500502 SCALEDATE02090E 9 6" MAX - 6" MAX 80" MAX FRAME HEIGHT L 6" MAX 143"^MAX ^FRAME WIDTH SERIES 430 XIX SGD EXTERIOR VIEW 6" MAX DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE +25.01-33.OPSF NONE WITH 2-1/32" SILL SEE CHARTS #1 & #2 FOR OTHER UNITS RATINGS 5 3/8" --I 2 1/32" 2 1/32" SILL ALUMINUM 6063-T5.055 THICK WITH 1-112"SILL SEE CHARTS #3 & #4 FOR OTHER UNITS RATINGS CHART #1 WITH 2 1132" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. CHART #3 WITH 1 112" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psq Fra" Single Panel and Total Frarm Width (in) Height J0.0 J8.0 42.0 47.7 in) 90.00 Pos1 I Neg f08.00 I Pos I Neg 1 126.00 I Pos I Nag 1 143.00 Pos Neg 80.0 40.0 f 54.9 1 40.0 1 48.0 40.0 43.2 40.0 40.0 Design pressure chart (pan Frame Single Panel and Total Fram Width (in) Haight 30.0 1 36.0 42.0 60.0 in) 90.00 Po I Neg 1 108.00 I Pos I Neg 1 26.00 I Pos I Neg 180.00 I Pos Nag 80.0 25.0 1 50.8 1 25.0 1 44.4 1 25.0 1 40.0 1 25.0 33.0 CHART #2 CHART #4 WITH 2 1132" SILL WITH 1 112" SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Fr- Width (in) Height 30.0 1 36.0 1 42.0 1 47.7 90.00 1 108.00 1 126.00 143.00 in) Pos I Neg Pos I Neg I Pos I Neg I Pos Neg 80.0 MA 54.9 48.0 1 48.0 1 43.2 1 43.2 1 40.0 40.0 5 3/8" 2" 1 1/2" SILL ALUMINUM 6063-T5.055 THICK CHART #5 Design pressure chart (pall) Pre ne Single Panel and Total Fram VWdth (in) Height 38.0 42.0 60.0 08.00 126.00 180.00 in) Ps j'700i Neg Pos Neg80.0 54 1 44.4 1 40.0 1 40.0 1 33.0 1 33.0 Number o/ anchor locations required Frane Single Panel and Total Frane Width (in) Height 30.0 90.0 36.0 1 108.0 42.0 1 120.0 47.7 143.0 in) H&S Jamb I H&S I Jamb I H&S I Jamb H&S I Jamb 80.0 6 5 1 7 1 5 1 8 1 5 I 9 1 5 DRAWN: F.A. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80' NON REINFORCED ELEVATION DWG NO. 08-00502 NTS JOITI 02/23/09 ISHEET2 OF 9 SR I lI 0M% CEIVS.'9s i A : STAT 6EOF ; rvzO. 0RIDt' G `\\ WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /)" MIN. STANCE MIN. v1ENT 1 3/8" MIN, EMBEDMENT 1 1/2" MIN. EDGE DISTANCE SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 10 WOOD 1 3/8" MIN. SCREW EMBEDMENT WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/75/13 R.L. C .ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 SDA E NTS DATE 02/23/09 1 SHEET 3 OF 9 J\ S O i//// v,•\r,ENSF9d, e- 96 yf STAAATTE OF REV G AtIlk1?` METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. SHIM SPACE A 7/8" MIN. EDGE DISTANCE AS OR FRILLING T 10 SMS Of SELF DRILLIN( SCREW' TO BE SET IN D OF VULKEM 116 TRUCTION ADHESIVE DUAL METAL SEE SHEET 2 STRUCTURE FOR SILL BY OTHERS OPTIONS 1/4" MAX. SHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. AMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 SCALE NTS IDATE 02/23/09 1SHEET 4 OF 9 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT EMBEDMENT CONCRETE/ J MASONRY BY OTHERS 2 1/2" MIN. OPTIONAL EDGE DISTANCE 1X BUCK TO BE PROPERLY 0 SECURED SEE NOTE 3 4" MAX. SHIM SPACE 3/16" TAPCON SHEET 1 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/16" TAPCON vjl SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT d g < a VERTICAL CROSS SECTION 2 1 /2" MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE 1/4" MAX. I F SHIM SPACE EXTERIOR REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 RA- 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: OWG NO. F.A. 08-00502 SCALE NTS IDATE 02/23/09 1SHEETS OF 9 1R I 'L o ii E f G N3F ,cP TAT REV ss ONAl1EaG\: REVISIONS 1/2" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. T B REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. WOOD FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1 /4„ 1 3/8" MIN. 1 /4" MAX. EMBEDMENT SHIM SPACE MAX. SHIM 10 WOOD SPACE 1 /2" MIN. INTERIOR SCREW E f H""""'llll 93 ECGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR I 11 I INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW SET IN VULKEM 116 FION ADHESIVE SHEET 2 SILL IONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. iENT EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO F.A. 08-00502 SCALE NTS DATE 02/23/09 TSHEET ` OF 9 RI IL1o/,/, pENS• yF •J' % o TAT 6E OF ; ,w6zREVG X, js ONAt`E G\`` METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE T 10 SMS OR SELF DRILLING SCREW INTERIOR 7/8" MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS 1 /4" MAX. FSHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C .ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR SILL TO BE SET IN I I A BED OF VULKEM 116 u u CONSTRUCTION ADHESIVE 10 SMS OR OR EQUAL aSELFDRILLING - METAL SCREW SEE SHEET 2 STRUCTURE FOR SILL BY OTHERS EXTERIOR OPTIONS METAL JAMB INSTALLATION DETAIL STRUCTURE _ METAL STRUCTURE INSTALLATION BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80' NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG N0. F.A. 08-00502 SCALE NTS DATE 02/23/09 SHEET 7 OF 9 04f i r, E IV gip` 5TTAATTE REVISIONS 2 1 /2" MIN. REV DESCRIPTION DATE 1 APPROVED CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. MASONRY BY OTHERS 8 REVISED PER NEW TESTING 10/15/13 R.L. 1 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. EMBEDMENT4 • 1 1/4" MIN. _ MAX. J EMBEDMENT SHIM SPACE J F1/ 4" OPTIONAL 2 1 /"°" MIN. 1X BUCK EDGE DISTANCE a To BE PROPERLY INTERIOR SECURED 1/4" MAX. SEE NOTE 3 SHIM SPACE SHEET 1 a 3/16" TAPCON 3/16" TAPCON EXTERIOR 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION INTERIOR CONCRETE/MASONRY BY OTHERS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 1/4" MIN. FMBEDMFNT 2 1/2" MIN. EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL_ OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 SCALE NTS '-' 02/23/09 ISM11T8 OF 9 S 1R I IL 0/// OENSF p' STTATT9 OF i0•• PREv 'PF•'cCOR10 •• G s/ONAI E G\ IIIII111 1 5/8" MIN. EDGE DIST. TRIM a a 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED C„ TAPAPCON EXTERIOR PANEL INTERLOCK HOOKSTRIP INSTALLATION MASONRY/CONCRETE REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 IR. L. METAL STRUCTURE BY OTHERS TRIM - INTERIORlt;::k7HOOKSTRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM I[j: 1 3/8' MIN. EMBEDMENT HOOK STRIP S10 WOOD SCREW NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EXTERIOR PANEL INTERLOCK DESIGNED IN ACCORDANCE WITH ASTM E2112 HOOK STRIP INSTALLATION 2XBUCK/WOODFRAMING MI WINDOWS AND DOORS LLC IIIIIIII//i, 1001 W. CROSBY RD 9(pCARROLLTON, TX 75006 w•GENq SERIES 430 SGID 0y 6 *= 143" x 80" NON REINFORCED HOOK INSTALLATION DETAILS 0 • TAT OF ND. 0 REV pR10PDRAWN: DWG F.A. 08-00502 s G` SCALE NITS DATE 02/23/09 1 SHEET g OF 9 I/IIIII111 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 430 Aluminum SGD 143"x80" Non -Reinforced Report No.: 510809E 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 08-00502, Revision C, titled Series 430 Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-118 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMA/WDMA/CSA 101/I.S.2/A440-05 Design pressure: ±40.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: ±25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510809-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document. Maximum unit size: 143" x 80" Approved configurations: XIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00502, 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 o v •C E N S.•gcr 4-TAT 0 51 • 10 OF i•fv,, t'••:cC0R10 ' •' sS•.... 10NAI` 1111111 Luis R. Lomas, P.E. FL No.: 62514 12/11/2013 Florida Building Code Online vn -I -F(--e-c h Nor Page 1 of 3 FCtIrl..€t€ BCIS Home Log In User Registration ! Hot Topics Submit Surcharge i Stats & Facts ! Publlcations FBC Staff BCIS Sit. Map Links '; Search Product ApprovalProteS51h& i' 1ii 4 - USER: Public User Regulation ProdUctftokovalMena>: ftduCt or Anal Ion Search > Application List> Application _DoUll FL # FL15000-R2 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer IJi 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 National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. 1./J Validation Checklist - Hardcopy Received Certificate of Independence EW900 R2 COI Certificate Of Iiideoendence odf Referenced Standard and Year (of Standard) Standard, Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect j5 < a 4wL F:54 .Q g o f' https://www. floridabuilding. org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDquS73 Fr2ZyiPo... 7/20/2015 Florida Building Code Online Page 2 of 3 19 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summary of Products Method 1 Option D 05/29/2015 06/28/2015 07/05/2015 FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes M1 0 0 R2 It INST 1500Q Lpl Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL 1S060 RZ AE EVAL 1S Q j:p_4f additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. "Fiber -Classic" or "Smooth -Star" 68 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1 QOQ R2 [I INST 15000.2,pd# Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15QOQ R2 AE EVAL 15000.2.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.3 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes Ft5000 R7._ N. F Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000aj)0.f. additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes EL15_4QP_A?.JLN5.T15kQQ 44 W Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15QQ(_RAEEVhL 15QQ0.4 P9. additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of " I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000. 5 e. "Fiber -Classic" or "Smooth -Star" WO "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing ( XX Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes F QQQ_ 22 17 _*T_15QQ0.5 k li Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 https: // www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73 Fr2ZyiPo... 7/20/2015 WFlorida Building Code Online Page 3 of 3 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any QQa&A additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'6 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes jNST 1S0t70.0 df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any fL15000 R2 LSE EVAt 150Q0.6.ndf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "7" part number doors, which have been stained or painted within 6 months of Installation.) Bask Next Contact Us :: 1942 North Monroe StreeLTailahasse h 3 3"'Phone: S 4{j -jM The State of Florida is an AA/EEO employer.. Caovrkrht.2007•2013State or Florida..:: Privacy Statement:: Accessibility Statement:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity, Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S.-, please click here . Product Approval Accepts: 12 Cred Xyr https://www. floridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 7/20/2015 THERMAITRU THERMA TRU DOORS 118 INDUBTNIF.L DR., EDDLNTON. OH 43517 FIBER CLASSIC"/"SMOOTH STAR" OUTSWING 6-8 SINGLE AND DOUBLE w/ & WOUT SIDELITES. INSULATED FIBERGLASS DOOR WITH WOOD FRAMES. NON -IMPACT" GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida BWdng Code FBC) structural requirements including the 'High Velocity Fhmicane Zone" (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the vtHZ" this product is requited to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the HVHZ" requiting wind borne debris protection this product Is requited to be protected with an impact resistant covering that complies with Section 1609.12 of the FBC. 5. For 2x stud frorrrng construction, onct oring of these units shall be the some as that shown for 2x buck masonry construction. 6. site conditions that deviate from the details of this drawing requite further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sit item #39 under active doors, and all sills used under inactive does, meet water infiltration requirements for 'Hi Mr. 8. Outswing configurations using sill item # 19 under the door do not meet the water infiltration requirements for the "HVHR" and shag be installed only in non-habitoble areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. pad C x I F11 i Tv 1 I 1 37.50" MAX. OVERALL j - 74.5T MAX. ovER.uL WIDTH 5 Q 68-V MAX. OVERALL WIDTH DESIGN PRESSURE RATING UNIT' TYPE tN/LOW PRONLE BUMP THRESHOLD IN/HIGH DAM BUMP THRESHOLD SINGLE 55.0 55.0 67.0 67.0 DOUBLE 55.0 55.0 55.0 55.0 SINGLE & DOUBLE WITH SIDELITES 55.0 55.0 55.0 55.0 n n UF rrrfi1141 Z o o l V N. QQ.: v xU ZZO D ORDr OM r m d 3 aCALL- N.T.S, mud: BY: JK a«, sy: LFS FL-15000.1 er 1 ov 12 uZ 36.W' MAX. DOOR PANEL WIDTH' 0 a v Irn ^ r DOOR PANEL Smooth Star 1 HORIZONTAL CROSS SECTION 2 DOOR PANEL 26 FOP RAIL SMOOTH STAR) EXTERIOR i e l J. 1 I4t\iw``* OP - N >i d.. xZ lV a a.4a CL 3a ERIOR S R• H NOE SnLf 1 1 90 TC_iM RAq 2 VERTICAL CROSS SECTION AR) (SQf OM:rH STAR) 2 DOOR PANEL owc, By: JK . cNc. er: LFS ORWNU NO.: FL-15000.1 ttt' i Tf ' 30EXIERIQ6 q J. r y V J S b I S Y d _f S Y * d J S 8 n; , Z 1 }.e: /`+" YiWaus '\•!4 iRs a 14 j Yi s a 4 • r ijttt;l}li 11, p INTERIOR d 36.07 MAX. DOOR ur \ HORIZONTAL CROSS SECTION f{ PANEL WIDTH 3 DOOR PANEL ., _* `, a 34' EXTERIOR AY .` INTERIOR r w acr y 0 Obi o O 2 2 cl < 1 a v 3 1,209" ? LOCK BLOCK TOF RAIL $ F16ER CtASStCj - (FtatR CLASSIC) ' c'•r QOOR PANEL 1.209' s Fber Classic CLASSIC) , 1.6 1' „ a MIA r f J T OZ ti ANCE STILE _ BOTTOM RAIL(p VERi1GA! CROSS r ytON i12 i 12 = J DOOR PANEL N.T.S. GiASSIG) 5 rrfCfiEii CLASSIC axc. er: JK m] w_ av:....LFS 3 DPAn NO. d FL-15000.1 N O sneer., 3 - 12 r Cr 453" GLASS 34, 32 BITE 1/2" MIN. 40 GLASS THK. XFTERIOR18„ Gt TEMPERED GLASS AIR SPACE 25' STEEL 7/8" INTERIOR INTERCEPT TEMPERED SPACER GLASS 41 SEE NOTE T 5" INS ULATED GLASS W/ TCM LITE = FRAME_ GLA,,,,71NG DETAIL 1197 MAX.. PANE. WIDTH 7.1r MAX. D.L.O WIDTH b 1 izil 111 O a ; a SIDELITE PANEL Smooth Star 4&T GLASS BITE EXTERIOR 1/2" MIN, GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 25" STEEL ' - 1/8" INT RIOR INTERCEPT TEMPERED SPACER GLASS 4 SEE NOTE 1 5" INSULATED GLASS W1 BTS LITE _FRAME GLAZING DETAIL SQDj 4 u UN •- 9 A g 07 maa;. E 1 V iZ HORIZONTAL CROSS SECTION 4 SIDELITE PANEL 2.46" 2.7I3" 42 a s t.4r 1 PIAST?C LIP LITE FRAME 1 PLASTIC LIP LITE FRAME BTS TCM _ 2 VERTICAL CROSS SECTION L 1 A77" 1.OTT' 4 SIDELITE PANEL NOTE' 1. Spacing for item #41. (lite frame screws) is as follows. From the top down on sides; 5S", 16.5-, 27.57, 38.375", 49.375" & 60.375". There are 2) screws both top and bottom at 2.125" in from 42 21DELJTE_TOP & BOTTOM _RAIL_ l6 SIDELITE 61ANK SIDE STILE each corner. FINGER JOINTED PONDEROSA PINE, SG=0.43 IN ER JOINTED PONDEROSA PINE, SG=0.43 CZ Ix 5 i S I i LE, N.T.S. JK 6 ar LFS 3 FL-15000.1 c ET ...4.. O. .Q 4 g z n: m 7 z < SEE NOTE 1 r' MM Y 6 2Q .'P fiw'i4"i 42 t 1 S SECTION 2 VERTICAL CROSS SECTION h5 tLes;u2sh"teEi SIDELITE PANEL terinfArdtion u t rA z' a0 U y 7 INTERIOR EXTERIOR U s 3 KO o s •' U' i 3 VERTICAL CROSS SECTION 5 Shown wl1x sub —buck a, INTERIOR 11`` EXTERIOR E` 4 VERTICAL CROSS SECTION 5 Qutswinq QonfiguroWn toe energl nags, sites('! 4t. z Watts' •in(it(rotion MOM requirements atr. 03 T 1 12 SCALE: N. T.S. aec.,.sr: JK 1. Thesideliteisdirectsetintothejambwith (12) item J43 a ax, BY: US 8 x2" pfh. wood screw. There ore (4) at each vertical jamb, from the top down of 13.5", 31 ", 48.5" & 66". There are (2) wc oR wN04atthe header at 4" from the outside comers of the frome. FL-15000.1 there are (2) at the sill, 4" from the outside corners. sHEE?-_. 5 ,oF i2 ey t a V 1.... The sidelite is direct set into the jamb .with (72)' item #43 4 ai a #8 x 2" pfh. wood screw. There ore (4) at each vertical W jamb, from the top down of 13.5", 31 ", 48.5" & 66. i' a 2T There are (2) at the header at 4" from the outside corners of the frame. there are (2) at the sill, 4" from z g. ,Z the outside corners. 24. - QR U ry]. O uwi I VI O 1-i/4'MIN. I HORIZONTAL CROSS SECttON_ W o= J F1viB. (1YPj 6 ASTRAGAL at o i IiJ_ TERIOR 3 HORIZONTAL'. CROSSSECTION S ® SIDELITE BUCK 2 HORIZONTALCROSSSECTION; 6 ® HINCE JAMB TO SIDELITE vl U Z qF C3 O z o0 2 ae: N. T.S. a M a-. A m c er LFS ? OM NO.: a FL— 15000. 7 0 Fr _jL or 12 . I / MAX, EXTERIOR .:SHIMM SPACE 14,1 10 14 n 1}4': 21 1 J OO) y a > x Fey * ; fftt 7( j tii ZZ O04 za: IL Y Kr I: c. ", a ^_ "" ni •oo ...333"' cM tO 4a czp W C1. F T HORIZONTAL_ CROSS SECTION t= INTERIOR T 0 LATCH JAMB Ln 1S'MIN. C-SINK " C-SINK 1% 13: 13" '17' 1-1/d"MIN. 1-1/4MIN. EMB. ( TYP.) FXT R 0 EMB. (TYP.) 2 HORIZONTAL CROSS SECTION 70 HINGE JAMB a v' 4 - 4 SEE NOTE 1 En lz O7 11 7 z K r NTER( NQTE: a 1, The sidelite is direct set into the jamb with (12) a 6' item #43 a 18 x 2" pfh. wood screw. There are u 1E 0?/24 i2 z 21: ( 4) at each vertical jamb, from the top down at SME N.T.S. 13. 5", 31 ", 48.5" & 66". There are (2) at the MG, er: JK m 3 HORIZONTAL_ CROSS SECTION header at 4" from the outside corners of the CHK. BY. LFS ; frome. there ere (2) at the sill, 4" from the W0 a 7 0 LATCH JAMB TO SIDELITE outside corners. " FL— i 5000.1 c S HUT7 or 12 MULLION. MASONRY 1 I I SHOWN FOR 9 MULLION MASONRY nHEADp rt ttis o ROPENINGTYP.: .I REFERENCE SHOWN FOR*II. OPENING & P• JAMBS ASTRAGAL a N oI NERD REFERENCE 1. u JAMBS II SHOWN FOROR y EP = m° 2X BUCK if 2X BUCK / REFERENCE M so 0 n - I I jj ASTRAGAL I( 0 z TI If ` SHOWN FOR '.' q o ' Li I j II REFERENCE ` °• I DOUBLE W/SIDELITES I y > v 40UBN DOOR BUCK ANCHORING S m QBUCKANCHORING xco Y CONCRETE ANCHOR NOTES:. 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANC11 HOR ANCHOR MIN, MIN. CLEARANCE MIN. CLEARANCE TYPE SITE EMBEDMENT TO MASONRY 70 ADJACENT EDGE ANCW>R. ITw TAPCON® ELCo: a 114, 1.1/4" 1' 4" ULTRACON 4 II `MULLION MASONRY T4 II SHOWN FOR II MASONRY. f.q. OPENING " TYP I I' REFERENCE I I. OPENING TYP. HEAD HEAD II I' JAMBS JAMBS II 2X BUCK-. I t' I I if MULLION 2X BUCK I SHOWN FOR fI, CLIIREFERENCEII F E) a sc4n N.T:S. 1111 K 1tit k. Rom, PUCK ANQHQRING . uw, er: JK m curt. By! LFS OR MNO No, FL-15000. n t n SHEEr 8 •• OF: 12 tt_ 1 6" -1 I- J h ui SEE DETAIL 4" SEE SEE DETAIL. SEE DETAIL _ DETAIL "4" VEw1%-! wC. "A" 3" I 6- SEE DETAIL 4 CONCRETE ANCHOR NOTES: 1. Concrete anchor locations' at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3 Concrete anchor table: ANCHC?$ l ti09 A tN i11flJ< CLEARANCE h11hk *±iEARt3t E TYPE RM8 rflEN 7t3 MASONRt' iC) AOJACENC ww, At+tCNOR FTW 01.1/4' TAPCON 2" 4' e TAPCON 3/ 16" 1.114" 3" 171/2" WOOD SCREW wSrAWDIMPOrs. j I.,ma itain a SJ oVe tfis e, 1"end distance, B l"o.c. spacing of 1 wood screws to prevent the splitting of wood. 118.. "A.», r TIP. HEAD & JAMBS n SEE Dcrml 2« - B. A, VIEW "all-1 ,SINGLE DOOR 1 T DETAIL N 11 VIEW A —,•A' alb O O 2 U o a w w n W/2X BUCK 12. r' INSTALLATION 14 ca W/1X BUCK, INSTALLATION TO 13 0 10 DETAIL "1 " DETAIL "4" DETAIL `5" ' THROW SOLI W/2X BUCK ? AT THE THRESHOLD INSTALLATION W/2X BUCKINSTALLATION l W/1X BUCK 49 0 INSTALLATION W/1X BUCK 49 INSTALLATION ouac0'L 24 'f2 Q sCvv. N.T.S. owc. er: JK m DETAIL "3" ATTACH ASTRAGAL THROW BOLT ' LE' d STRIKE PLATE TO FRAME DFAWM NO, p AS SHOWN. DETAIL "y FL-15000.1 sHErr 9 or' 12 n C" A" 7" 3f`" 3" 4 W/ 2X BUCK INSTALLATION W/ 1X BUCK INSTALLATION SEE DETAIL TYP. HEAD 3• JAMBS SEE DETAIL SEE DETAIL SEE DETAIL 43 5. 75 iS SEE OEl 3T= 3T;<CL C. A„ VIEW " C"-"C" DOUBLE DOOR W/SIDELITES 3 CONCRUE ANCHOR NOTES y 1. Concrete anchor iocattons at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2 Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors e may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCNC3R At+/C i min". ClEARANr:E MM1. CIP "NC6 sm, EMSED)AENT To iNASCilYRV TgTliifRC`i tT Et1E 4i4G'F1Gi: ITVY TAPCON® 1/4" 1-1/c 2" 4" TAPCON° 3/16" 1-i/4" 3" 4NOODSCR£ tY-INSTACtATIOM NOTES: d datnnca_ S 1"n r --Iof ml ' 1. Maintainanrnum518" edge CRsfangw 1 en wood screws to prevent the sprfting of wood. B" A ATTACH ASTRAGAL THROW SOLT STRIKE PLATE TO FRAME AS SHOWN, N N 11 w ALL, N. T.S. C. er: JK m X. er: LFS- 3 WNc No, Q FL- 15000J a 015" 0.75" Ac tz 7' 3.25' 7• 3.25" I vi ME1 a 4.5" 4.5' low' 0 4 49 TYP. TYP. h$ 22 a TYP. ca a N 1BAT 18.5 23" 792s' wm 0.126" --I rI n m t J 4 0 N SEE NOTE 1 ri 0.063" 24 1.910" u o 941120ASTRAG41gEiAl! sum N.T.S. 3a4 owc. BY: JK m NOTE-. CM ft LFS - 'S 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP R"WM NO- w AND THE BOTTOM. FL— 15000.1 0 pm 1 1._ or 12 I uIo-VNT =1 M 7111 VIZWJP EZ3 it FA KNURIUM on livilli7} AKE rM. Va U'="*lfW-VAWM innlux yr WOOD FRAM FINGER JOINTED PONDEROSA PINE, SG=0.43 2.W 4A2Y SLOW PROFILE OUTSMING BUMP FACE AL MI THRESHOLD 050- WALL TYP, D 174 ' 39 . WALL ryp, 0.202 1. 0 0 E0 500 ct: BY. JK BY, LFS3 94NG NO.; FL — 15000.1 v —Lg 9 _72 R W 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 Prnfessionnl Engineers Certificate of Authorization No. 9513 Product Category Sub Category Manufacturer Product Name Therma-Tru Corporation Fiber Classic" / "Smooth Star" Exterior Swinging Exterior Door 118 Industrial Drive Outswing 6-8 Single and Double w/ & Wout Sldelftes Doors Assemblies Edgerton, OH 43617 Insulated Fiberglass Door with Wood Frames Phone 419 298-1740 1 "Non -impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma-Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D 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) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.1 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors, and all sills used under inactive doors meet water infiltration requirements for "HVHZ". 8. Outswing configurations using sill #19 under the door do not meet the water infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15000.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory Signed by TEL 01460337-A,B,C ASTM D635-03,ASTM D1929-96 Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC 01-741-10700.0 ETC 01-741-10702.0 ETC 01-741-11008.0 TEL 06- 1031-2 TEL 01460136 ASTM D2843- 99 ASTM D635- 03, ASTM D1929-96 ASTM D2843- 99 ASTM G26- 95 ASTM E84- 00a ASTM D1929- 96 TAS 202- 94 TAS 202- 94 TAS 202- 94 TAS 202- 94 AAMANV DMA/ 101 /I.S.2/A440-05 Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Wendell W, Haney, P.E. Joeseph L. Dolden, P.E. Wendell W, Haney, P.E. Lyndon F. Schmidt, P.E. 2. Drawing No. Prepared by ,40 Signed BL eafad_ No. FL 15000.1 RW Building Consultants, Inc. (CA #9813)Lyndon F. Schmidt, P.E. 3. Calculations Prepared by , b aSigned &'Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) a ndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assuranre Certificate of Participation issued by National Accreditation and Management Lyndon F. Schmidt, P.E. Institute , certifying that Therma-Tru Corporation is manufacturing products FL PE No. 43409 within a quality assurance program that complies with ISOBEC 17020 and 2/2/2015 Guide 53. Sheet 1 of 1 Florida Building Code Online gc)N-T -t5 Page 1 of 3 iR4R1 Q°(i3i E;tWj-.Jo BCIS Home Log In User Registration Hot Topics Submit Surcharge ! Stats &Facts Publications FBC Staff i BCIS Site Mao Links Search 3g*,nes yLt f/' j, ; Product ApprovalMalUSER: Public User rRegulation iitigfil iiYiO liYfilfYiliYY y PfOdlitt Of PAW111i ApolleaMn List i }Application Detail- FL # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Add ress/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 Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Vivian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute Ryan J. King, P.E. gip Validation Checklist - Hardcopy Received Standard 101/I.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:l/www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (68 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Ft t S»5 R3 C GAG 1 SAS NAM[ cgrts:ndf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLI5225 R3 11 IN5j 15225.5-68,6d€ FLIS225 R3 t- 1 INST 15225.5-80.odf. FL15225 R3 It_ INST 15225MM.fidf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 1-5_6225.58,pdf FL1 5 R3 At EVALXS225 5-80 odf Fi 25 R3 AE EVAL 15225-68M ad€ Created by Independent Third Party: Yes 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by with and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (68 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification ACgCAenCcy Certificate Et t5225 R3 1522$.( RIAM! certs:odf' Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FL15225 11111 INST +4225:6-68.ndf FI 1S»5 R3. rt INS' 152_25."O od€ Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLi!5225 jU EVAL.15325.6-68.Ddf F1W R3,AM 15225.E-80.ndf Created by Independent Third Party: Yes contact us:: 1946 maith ft33k PUo mssi; -4$T-i$24, The State of Florida is an AA/EEO employer, Privacv Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records.: If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395, `Pursuant to Section 455715(1), Florida Statutes, effective October 1, 2012, licensees licensed underChapter455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: go in E® CrediliWoc,. https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification- ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinNAMI' C ctitfcstit n Pr9a ram is accredited b The American National Standards Institute (ANSI). NAMPs. Certified Product Cason .at svww:Namrc Inswing rnff t on.corn. Glazed s e Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F Single X O/S Opaque 310" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F Single XX I/S Opaque 610" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum Astragal Double XX O/S Opaque 6'0"x 6'8" 401-40 No ETC-01-741-10703.0/L-2097/TTF-254F Standard Aluminum Astragal Double XX I/S Opaque 6'0" x 6'18" 47/-47 No ETC-01-741-10703.0/L-2097/'ITF-253F Coastal Aluminum Astra al Double XX O/S Opaque 6509'x 6'8" 47/-47 No ETC-0I-741-107030/L-2097=F-254F Coastal Aluminum Astragal Double OXO/OX/XO US Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/40 No ETC-0 I -741-10593.0/L-2097/TTF-254F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 894" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/T7F-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO O/S Opaque Door 814" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO I/S Opaque Door 894" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites. Glazed Sidelites CoastallAluminum.Astra al . OXXO O/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/TTF-254F Double Glazed Sidelites Coastal Aluminum Astra al w/ Sidelites H VA tzm National Accreditation &Management Institute,lnc./4794 George Washington Memoria y $yes 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: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The 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 e., . : .:r.. mac... wn,.. NAM11c 9—+9f7nof An rmav—lm cc arerPditPd by °t lip Ameri n National Standards Institute (ANSI): I.Yf LVtj J %—Cfa{{{CU f{UUI{a:{ LiA.{lf{ {a% Inswing rnn.w ....4.,s ........ Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing O a ue Size Neg Rated Comments X I/S Opaque 3'0" x 6'8" 671-67 No ETC-01-741-10702.0/L-2096/T7F252F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/'I'i'F251F Single XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-20961TTF252F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-0I-741-10702.0/L-2096/T7F251F Double Standard Aluminum Astragal. XX I/S Opaque 6T" x 698" 551-55 No ETC-01-741-11008.0/L-215l/TTF252F Double Coastal Aluminum Astragal . XX O/S Opaque 6'0"x 658" 55/-55 No ETC-0I-141-11008.0/L-2151/TTF25IF Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215l/TTF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-0 I -741-11008.0/L-215 I MF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-110uminu Double w/Sidelites Glazed_ Sidelites Astragal Standard Aluminum AstragalOXXOO/S Opaque Door 874"x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/1-1'F25IF Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 551-55 No ETC-01 -741-11008.0/L-215 IMF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 814" x 6'8" 551-55 No ETC-01-741-11008.0/L-21511TTF251F Double w/Sidelites_ Glazed Sidelites V I Coastal Aluminum Astragal National Accreditation & Management institute, tnc.N/V4 George vvasnmgwn t[1Ci[av sz{ Tel: (804) 684- 5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 00% oo• 4 4 4 jI I k MULLION 1'-MULLION 4( p MASONRY 7 TYP. HEAD MASONRY -J I7' TYP. 11OPENING SHOWN FOR REFERENCE MASOl' 4RY7 OPENING TYP SHOWN FOR IIgill REFERENCE OPENING JAMBS HEAD" HEAD ll 11 JAMBS JAMBS 2X BUCK 1 2X BUCK -/- 2X BUCK -/ MULLION SHOWN FOR 0 C -j II II REFERENCE II 4L"L fl II 7T Its StNGtE DOOR. SINGLE W/SIDELITE Q"K ANCHORING, QQQK ANCHORING BUCK ANCHORING 4- t 1-- 4.. 4 4 4- 4- MASONRY OPENING NOTES: 1. =ck min. S.G. a 0.55. 2X BUCK ANCHM NOrm., 1. onCsata andlot bcattons at the comers may be adjusted to maintain the min. e martariainf& 2 C==bcabions noted as "MAX. ON CENTER" must be o4usted to maintain the min. edge dktunc* to mortar 0ddP"cICqrK-te QfK1— may be required to ensure ttl&'VWAX, ON CENTER" CRTWWOn M riot VAdod- 3. Concrete anchor table: AM; IfORANC X0 t qLZWqcf rotr, TYPEAA CLVA&V4E W NIUVO, 1/ 4" 2" TA1TWCOmePELC lf 1-1/4 1 . UILIIIAI 10 TYP. HEAD JAMBS RLSTRAGAL SHOWNFORREFERENCE II II A L t: II MULLION 4SHOWN FOR MULLION TYP, REFERENCE SHOWN FOR), REFERENCE IiJAMBS HEAD2X BUCK ASTRAGAL FOR II SHOWNCd REFERENCE C5 QLt.. Q.QQ9 MASONRY DOUBLE W/SIDELIT BUCK ANCHO OPENING BUCK NNE nMCho 75225.5-68 IN IN ' PAIRS 30 ^ of "A TYP. 3 4 4- r SEE NOTE 311 W/2X BUCK T EE DETAILASEEDETAILtt SHEET 3 11 SEE DETAIL NSTALLATION W/2x A INISTALLATION W/ X BUCK 9 1 :2 Uj WAX BUCK laINSTALLATION9 TYP. HEAD NSTALLATION 6 ER n 2 ASTRAGALS MULLION-/ & JAMBS P. HEAD SHOWN FOR SHOWN FOR RE E JAMSS REFERENCE REFERENCE NLY ONLY -Al REFERENCEEF P. A S GA N F0 N FOR REFERENCE ERENCE SEE 0 K 0 K , i- - - c DETAIL SEE_/ pp 16. DETAIL 5 c; n 12 01 Ilk - ezk E' ll DOUBLE DOOR WISIDELITS VIEW "E"- `E7 DOUBLE DOOR VIEW "A"--- 'A SHOWN W1 OPTIONAL CORRUGATED FASTENERS, frkV 130 I71P. AL SfDEUTE 70 DOOR AW8 C"EGnONS) W/ 2X BUCK 2; INSTALIATION W/ 1X BUCK INSTALLATION 12 W12X BUCK Item DESCRIPTION Material A 10 x 2-112- PFH WOOD SCREW STEEL 8D, 10 X 1- 4' PFH WOOD SCR V STEEL C po x 7 PFH WOOD SCREW STEEL- 1 10 LG. 7F-11-WOOD SCREW (Hinge to Frarne STEEL f- 344- LG. PFH WOOD SCREW STEEL 3 B x 2 LC. D SCREW STEEL 4 7/4 2-314 PFH ELCO OR'ITW CONCRETE SCREW STEEL 4 x 1-3 4 ITW PFH CONCRETE SCREW 1/ 4 x 3-3 4 liw PFH CNCRETE SCREW STEEL 11 3116" x 3-114- ITW PFH CONCRETE SCREW STEEL 4x . 3-1/4CONCRETE SCREW STEEL i3 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACi 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 1/ 4- X 2-1/4- PFH ITW CONCRETE SCREW STEEL F2116 2 HEADERLAMB SUGAR PIN' 5G >= 0.34)WOOD 1 TOTED S 3 0 FASTENER STE INSTALLATION 0 0 W11X BUCK INSTALLATION DETAIL. 73" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. c ScAl- Fe N.T.S. awc, BY LFS OMWW 1401 a FL- 15225. 5-68 SHEET 0i INTERIOR EXTERIOR g. T VEIMCAL GROSS SECTION ng ccnk=ffon' INTERIOR. EXTERIOR 2 r I.b m 4 VERTICAL CROSS SCCHON S la3w>ng con6g wwp EXTERIOR INTERIOR 2 YERRGAL GROSS S4N OulswVng canfigurolton EXTERIOR INTERIOR 5 VERMAL CROSS SECYIO 6 ouh" eon 9u won INTERIOR EXTERIOR in z 20 —1 z 21 a a 3 VERTICAL CROSS SEC7I0N 8 EXTERIOR ±NTERl(Q 7 VEIMCAL CROSS'SECTION B Out. groatwmbon N.T.S. er A sW L S 15225.5-68 i 6 or 6 MULLION apm. MANG 4 MASONRY C JAMB:SHOWN FOR I I........ D REFERENCEOPENING &JAMBSOPE G TYP' . Pi r.. ,``y,• «a- " 0 EHEAD IHEADfit.. a JAMBS ZA- mn: to II I1. II ( n4a o Ci I I ... 2X BUCK _ i I ,Z 2X BUCK ° n O D d l MULLION -/ 3a SHOWN FOR vi q REFERENCE i 4; 2X BUCK II I!. 11 n o 06 z o SINGLE DOOR Sl< E W$ IQEUTE SINGLE W/SIDELI'iES ~4 m BUCK ANChJJQ..RING BUCK ANCHORING BUCK ANCHORING a e ..._1 1 !4. 1# 0 II 11 I f MASONRY ` 4 I I SHOWNNFOR MULLION OPENING TYP. HEAD Ill TYP. II REFERENCE p SHOWN FOR 1`f JAMBS {I ASTRAGAL HEAD 4 REFERENCE II SHOWN FOR & JAMBS Ij II y REFERENCE Q II C NOTES: 2X BUCK / pl. Ii F(.. w 1, 2X buck min. S.G. 2 0,55. 2X I ( ASTRAGAL I i CONCRETE ANCHOR NOTES: II -- SHOWN FOR 1. Concrete anchor locations at the comers may be adjusted to maintain the min. BUCK REFERENCE edge distance to mortorjoints. 2. Concrete anchor locations noted as " MAX. ON CENTER" must be adjusted to .a o i maintain the min. edge distance to morfa joints, additional concrete anchors may be required to ensure the " MAX. ON CENTER" dimension are not exceeded. Q. n 13 I I - i j to _ a a 3. C:oncreteenchortobte: :° O I I II o U aza 'g 21 12.... 'z ANCHOR AN420fiJR AtiN" M ,. CLEARANCE fCAIA# i3NlYv MtlikCt IIANCE tM1 AWA ? f F€' SIZE EMef. EiM! N1 AtitV RYA 0 TAPCON 1/4" 1. 1/4, 2" 4" EACO ULVACON 1/4" 1.1/ 4" it II R Ii awG, fir; JK m arK. ar: LFS DOUBLE DOOR MASONRY DOUBLE W/SIDELIT_ES_ FL-15225.5—BO c f..Q IBNG OPENING BUCK ANCHORING. sHc 2 or 6 O QaK..ANC C. . E.. 7. 43 J3y 3'! 3. P.. SEi oErAit 3" 111 A SEE NOTE 3 tl111 SHEET 3 9 MULLION SHOWN FOR REFERENCEASTRAGAA SHOWN FOR _ REFERENCE ONLY p pY P t6 16 8 16 16 5 A 1a VIEW "C"-"C" DOUBLEE DOOR WItD IT S W/ 2X SUCH INSTALLATI01 W/ 1X OUCH INSTALLATIOI TYP. HEAD JAMBS SEE DETAIL 4. LO n q' QZ wT W2 Lu3" Lo4 y I 6" s i TgpW 211 Ol1CK X ^ SEE DETAIL j INSTALLATION A DETAIL 3" 1 W/IX BUCK 9 I. INSTAUATtON- iYP. tIGD & p JAMBS h ASTRAMA SHOWNFOR _ _ o w . REFERENCE z0ONLYi z a 16 1 16 5 — u A.. VIEW " E"-" E" DOUBLE DOOR VIEW "6"=A" MwN W/ OYBONAL CORRUGATED FASTENERS. ITEM / OO M?1 ALLSIOELITE TO DOOR JAMB CONNECTIONS) Item DESCRIPTION Material A 10 x 2-t' 2 PFH NOOD SCREW STEEL g 0 X 7-5/4 M WOOD S R STEEL.. GMU_ H WOOD SCREW L 1LIS. PFH W000 SCREW Hine to rome - - STEEL 4 4" PFH ELCO OR IPN CONCRETE SCREW STE L 5 4" ITW PFH CONCRETE SCREWSTEEL o .4" ITW PFH CONCRETE SCREW H SCREW STEEL t12% 6" x 3-1 4 ITW PFH CONCRETE SCREW STEEL x 3- i 4 ITW PFH CONCRETE SCREW STEEL ING TO ACI PSI ICONFORMNN. GETO CONCRETE 73 30S0ORYHOLLOWO©LOCK ASTOMMC90 76 1 4 X 9-7 4 PFH !TW CONCRETE SCREW L 20 HEADER JAMB PINE. SG >= 0-42 WOOD WOOD 27 34THK. PRESSURE TREATED SIDELITE PAD 1" X 25 GA. CORRUGATED FASTENER _ STEEL V C 1 t DETAIL " 4' A 1 • f A 1 DETAIL " 1' TT 11 0 . DETAIL ' 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN, Fmomp, a C z 0sc. LE: 5 arr,. Br; JK m NN. Br: LDS 3 JRAW.NO NO.: R N FL- 15225. 5-60 a n SHEET .L OF 6 a ws i +4 ZOO/ INTERIOR EXTERIOR Y``\ 3 N Z in Z . ' u i • z.y INTERIOR EXTERIOR EXTERIOR INTERIOR o v g 5 o o 20 L^ a 2 13 t= 11 21 12 13 96 t6 S o Y UW 1 VERTTCAL.CROSS SE ,. ON 2 CCALCUtSwIng c C BOSSECRON. 6 . 1/ERiiCAt CROSS SECTION NScontigvattai6. U I. Wallon n0 a a 0 a INTERIOR EXTERIOR. EXTERIOR _ INTERIOR EXTERIOR INTERIOR z z, '16., z n x b 13 1 b 13 u 2O 113 LE b VERTICAL CROSS SECTION. 6 VERTICAL CROSS SECTION MTV. p i 13 4 'YERi(CALCROS-SSECTION --* a d Mmirtg configuroTian OuMvring conr*utsswn - 6 Outsti+dnp;conti9 xohon awu N.T.S. bxc. BY.. JK m WK. BY: LFS ; OMKaC KO,: n FL--75225.5-80 n s . OF q UE N $ INTERIOR INTERIOR o dS . c : and EXTERIOR EXTERIOR INTERIOR Nf/ nw naoz y 7, 0 Qm T HORIZOMAt CRASS SE N I 5 zN C7fQ 3 H(?RlZOMAt GROSS SECTION n =W o putswing confipv bon ot 2 p tsw ng corifiguotivn 2 oN 1. 9JItr3i2Ri6 h-9116"jamb a c`' i o a E E"' Z EXTERIOR N d ` J 5 HORIZOMMC CROSS SECTION. Z INTERIOR INTERIOR 2 09lut jpmbisfigurati n r H TW < N O ] 2 EXTERIOR EXTERIOR H. WE 2 2i 12 H s N.r.s, DWG. ffl JK m 2 HORIiON7A4. ROSS SECflON 4 HORIZOMAt CROSS SECTION aK, : LFs 3 2 OvisMn9 configuration 2 utswingc vuroflon DRAMNG NO,: n 6_ p jpmb mb FL-15225-68M m sNEEr 2 of 5 A 0 n d s n "`—TrretN iS n cy i u D 6.We HEAD N y n 6A/16" HEAD t lu TYP.0 HEAD v . v = e Z tYP. HEAD w ( f )4-911d HEAD w W ro n Eo m t 11 - 0 69/16"HEAD iE n o 4-9f1'6"HEAD a= _ ¢ - >. D tYP.@HEAD : MULLION a' } n ° SHOWN FOR n fMULLION4Aflb"HEAD 3 SHOWN FOR REFERENCCE U ` u REFERENCE _ y R - 9f16'J+LMB` Z 0 G 6-9/16"JAMB O 3a. Ib"JAMB ^ O M. 0 JAMBS SYP. ®JAMBS 49 JAMBS 4 9/16" JAMB H 4 9/16" JAMB 16"JAMB H o SEE id .ri SEE p I o a16DETAIL "s o i _ aETA L ^1" , o \ n a ci \ SEErn - SEE - _ § n n o DEIAIL "4" 12 DETAIL "2' S'3" i2 In 1 X a 1 VIEW "C"•"C" SINGLE DOOR W/SIDEUTES VIEW 7-7 VIEW "D"--"D" SINGLE DOOR W/SIDELRE VIEW "B ="B" coNCRETE ANcHdo NbmT - 1. ZoX to anchor iacationf at the comers may be adjusted to maintain the min. edge d+irtanco to mrxtarioints. 2. Concrete onchorlocations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete andaa may be required to ensure the "MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR Mft MIN: ttEA""ClE 0 ONR'Y MINT t, 6E TO fM/ TYPE SFZE EMR&MEW AMCWX VIC 1-114" r 4" TAaw ELCO+ coH 1/4' 1.1/4" uLTw ITW 0 3f16" 1"1/4" AS SHOWN A$ SHOWN TAPCON SIDELITE NOTES: 1. The sidelite Is direct set into the jamb with (12) #8 x7' pth. wood screws. There are (4) at each vertical jamb, from the top down at 13.5, 31", 48.S' & 66". There are (2) at the header at 4" from the outside comers of the frame. There are (2) at the sit, 4" from the outside comers. SINGLE DOOR VIEW "A" -"A" DETAIL "I" ar DETAIL "4" 26 an ar 24 DETAIL "5" low, m: JK I FL-15225-88M o n R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Boa 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board or Professional Engineers Cerlificale of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category - Thcrma Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Or 6'8 Single & Double Opaque or Glazed Panels wl & w/o Sidelites Doors Exterior Door Edgerton, OH 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. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 81G20-3, Method 1A of the Slate of Florida Product Approval, Dept. 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 anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NOS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specked by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report f to. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-0 1 -74 1 -11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-021 E1996-02 2, Drawina No. Prepared by No. FLA 5225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc..(CA #9813) Sheet 1 of 1 Testina Laboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Sinned by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Sinned & Seated by Lyndon F. Schmidt, P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. ItIII:o"t Ib--5- , 0.0 r < Lyndon F. Schmidt, P.E. FL PE No. 43409 2/612015 R R W Building Consultants, Inc. wVY Consulting and Engineering Services for the Building Industry B P.O. Box 230 Valrico, Fl, 33595 Phone 813.659,9197 CFlorida Board of Professional Engineers Certificate of Authorization No.9813 Product Sub Category Manufacturer Product Name Category.. _.... _........ Therma Tru Corporation 6'8 Single & Double Opaque or Glazed Exterior Swinging 118 Industrial Dr Doors w/ & w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Outswing Assemblies Phone 419.298.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants, Inc. & 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 & 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 deve"d In compliance with the 5th Edition (2014) Florida Building code (FBC) structural requirements excluding the `Hlgh Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings.. 2. Product>anchom shalt be as listed and spaced as, shown .on details. Anchor embedment to base material shall be beyond wall.dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer'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-15225-08M. 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 jobs in accordance 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 or registered architect. Supporting Documents: 1. Test Report No. Tat Standard TEL 01460145 ASTM E330-02 / E188"2 / Ell 996-02 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 #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 fasting Laboratory Signed by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Slaved & Seated by Lyndon F. Schmidt, P.E. Sinned &Seated by Lyndon F. Schmidt, P.E. o, r t a rrri o ti rlrgttts y,} Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 q 0 6 lv All T DH9'4 ?AIfF OR1Ef LF:0 L4K AFF. anw vcvi uxv to ExIEROit a•w R CFt4:Et9 f ffR 1a sltet:u to;e:aw riaR anv pr as t * t FEAUR fBCR DERZCY EGI.QEWAFEf tA'3AIDF CQ.'rhRWL COO7 0THWf-W. TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 20' 1 21' 1 31' 1 53' WINDOW CALL OURS 2 12 5N I1137 SH 115N 31514N76' 35' 4 13 514 V2 33 SH 73 SH 33 W p51' G] g 1451-1 03494 24 54 34 5N 15 5H V2 35 514 25 5H 35 5HrZ. by a 16514 Vi 3b 54 26 $H 36 W12' 3t GL. VERiFT HASLARY OFSI:PGS FOR ALL W.yDOLG, VA )LW SUB AND NSTALLATIO I1AT VARY PER 0 MAN.FACTURE SPECIFICATIONS. Z REFER 10 FLOOR PLA45 FOR STYLE OF -1"= USED (5.%H V# &5<I• CASEMT- CSNT, OR FIXED GLA55 FG) m .urtaA 2W7112 ioi 295 R41t9 03-02^17 nErt a o I(I( I y DAVIS BEWS DESIGN GROV! uo srntt stwsr rvr ar uaacwn. awn au.sxs. moo Tn. PAx x^xwav sewscnnt A A OENVFJL rYa++/ E1ST. 1991 ram• Y W o m O W HATCHING LEGEND rz>LarEcutt ® i Of'- L • ONJ oQ J - MAIN FLOOR 1151 SF. UPPER FLOOR 9815F. + TOTAL LIVING 21385F. L GARAGE 45E5F. ENTRY 145F. RILE LANAI 128 5F. MAIN rtocw Purr WrS . TOTAL SQ, FT. 21915F. - MAIN FLOOR PLAN NOTES GARAGE RIGHT 2A1 gFL 1"r45WAe L. i< 4 L FRA` E )SALE I7tL 1s1L air•R• wAfT- RIEL$55i Ri6N FRft£ v TOPl* lrl KLOJ 10OM2/ a FIAT CLD- C IL/ BATH 2 GG 6 JY/. ERPrOAX- r--- PAYR•ADU I I 1MER Aw) I u•RA. c L.— J RARORI R U- RAT BATH 3Y n W. AITQ' ECaffz RADIA4I Tucerx rww— i Sff I AMC I a LAOZ56_i ZO. za 7 i R1_41 W E IO RMU rttw d 41. IL e LOUVALL LOFT la•- 10". FO•- fi 9•-0• FLAT CLC. ley 6ww CLG Fe. e. e BEDROOM 3 e•-a FUT ctc. u Rh 9' a a Ply 4 9 tl. to J. V ailL. 0 0 c D E` t ZRfs verAmsER 2roo2ry 9 ! FL NA1E LOT-62-2 -1 ISRFFDOJ11 PCN4DEDAVIS BEWS DESIGN GROW Lb SfA,E3FREET P 3T c1JFN0.1tO0.1W 146T - at3. vss - uoo enmic , a,3 , szs . leao wwwnnnsRLwxa,F ALL EERE]CTEYYE 4D FE.`GE PD -rQ. ssr. Aua k G FERF b5iL 5NEMOUMM p. FER FBCR 5R1 EOfIK,N(iES1t CLEAR OPENV- HEI64T5 N DIEU26 Wis, E)FRE R£ CFE).^.Y. CF AV DFf,WBIE dqGOd L5 JOCATmCK R MAll WEE ABO.f IIE IKSED GAME OR SMACE BM02 THE LOEST FAX OF BE 0.IXtOFVM OF RE LM05UL BE A MMI a 24 FOES AWE RE FN9ED FLOWCF RE FDCM N U04 RE UM 5 LOUSED. CfE?I E SECTIOG OF L4W E" L FVT FER11 OFID BTPAT A)LCL PAMA6E O A 4 kR DV. FUZiW-FE LAC% W OFIN165 AR LOCATED LIR!N )4 NO -ES OF 11E FLASHED ROCK PER FBC. W AlVD010 COCE M02 MEW FALL FiEVVTC l CfVa5 AID LIM 0,VM• LIm FTdT/vp,, SP LCOST!JN RE FEO1FEtE 15 OF ASTII F VW FERFBG )00 REWENnX CODE RrD] I f_ I I I IRtO GEFt 7B PJ. 7 Dl'Eh'. AO:r TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS WINDOW CALL OUTS 2 30 FG. IMF& 3013 Ffi 4010 If,. L9 W S 1520Fa2020Ff, 3020 M 4020 FA 24' Q p36' tq. 1330 5H 2O30 5H 3030 SH 403064 a 1840 SH 2040 EH 3040 EN 4040 SH M 45' p 18505H2M5H 30% 5H 4050 SH ba' 3 1850 SHMOSH 1 3000 SH 4MO W 12' OC. VERFY NA5'CtW OME ,65 FOR ALL "OL6, w Ulm SIZE5 AID NSTALLAPON NAT VARY PER MMFACTURE SPECYICAM5_ O~ Z REFER TO FLOGSFLM5 FOR 5TTLE OF Uf.N;CW USED t5!.W.LE 4M.-W CA5EYENT- CW, OR FIXED GLA55- FW A'p W 0 0 z ao0 Ln M 0 N J 3-40Q 2138 RRE uPPFR fIDOR PLAN 1017S UPPER FLOOR PLAN NOTES Y.y B i b W'.PO• G 1 GARAGE RIGHT Florida Building Code Online Page l of 26-... Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Add ress/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 26th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 14+ Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE i Validation Checklist - Hardcopy Received 14 j—R2—=-Lgd9a- Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect LF1422R3tclui ._ ad_f https://www.floridabLiilding.org/pr/pr app citl.aspx?parani=wGEVXQ«rtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method i Option D 04/23/2.0I.5 04/30/2015 05J06/2015 06/23/2015 FL # Model, Number or Name Description 14239A 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 ll Yes F 4 ?2_:i _Qwt<P_dJ Approved for use outside NVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation, Reports Other: This design provides allowable capacities for the FL 4 R -A EvaLtldf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. 4taetc k Ix 5-,-"tt5l5 :: 1940 Nottri Man= 4treeq, Tallahassee rc 323Q9.Fhone: 1354-487-5824 The State of Florida is an AA/EEO employer. Sopyll2907-2013 State of Ftor4a : ;. eav6 . S,.t ,tg3iC : Awns,5i181 ty 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 electronlc maif to this tftty. Instead, contact the office by phone or by traditional mail, ityouhave any questions, please contact-SW467.t395. *Pursuant to Minn 4% 27$;i I. Fl"O Statutes,. etfoalve OtUber 1, 2012, licRnseeS bcenyed uadef Otyipter 45S< F.S. must provide the Department with an emdk address If they have one. The emails provided may be used fdr-off-oaf commumcmion with, the licensee, howewt email addresses are public record. If you do not v4sh to supply* a pemonai address,. pease provide the department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F-S.,please click here_. Product Approval Accepts: https:/ liN-ww. floridabuilding. orglprlpr_apt)_dti.aspx?parani=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 NTERNATINAL, IN MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 75LB MIN. WEIGHT, MECHANICAL UNIT y PER SEPARATE CERTIFICATION, TYP. CENTER OF GRAVITY ASSUMED'O ACT AT THE ;y GEOMET RIC CENTER OF THE 4- t =' 5,^-F OF SIGN MECHANICAL UNIT ? .n •..,. CENT P 01-. Sf'HEOULE FOR MECHANICAL UNIT MUST B. MAXIMUM SURFACE 9C1l1ARE OF RECTANO JI.Aft j s @ t AREA AND DESIGN NO IRREGULAR SHAPER - t PRESSURE, TYP. 1 x a w STEEL TIE -DOWN CLIPS. SEE DETAIL 1/3 & 2j3 FOR CLIP INFORMATION; t 3` MAX 3-MAX` HOST STRUC PURE DESIGN` J/ BY OTHERS SEE DESM9-- SCHCDULE_ FOR l ALLOWABLE SUBSTRATES C" MAX MAX '+ ' .. TYP.yXa'LtO2t MECHANICAL UNIT e i TIE -DOWN ISOMETRICFUaDNaMRP_x,irPS 1 2*.= i•-D:. I'SOME"T"RIC IPER CORNER WILL. VARY PER j CCCiNECTION'TYPES CI ATJN StiEE12 TIE -DOWN CLIP DIRECTIVE EXAMPLE j ZZI .. tTHE *OLLOWING EXAMPLE ILLUSTRATES THE PROCEDt1RE USEC TO PE'fERMIN£ THE MAXIMUM ALLOWABLE ROOF -TOP Ih>.ALLATTON HEIGHT, H, FOR ANY GIVENMECHANICALUNITTHACONFORMSTOTHEDIMENSIONRESTRICTIONSANDDESIGNCRT'ERIA LISTED HEREIN.. SEE SHEETS 4,5 FOR DESIGN SCHEW!ES MECHANICAL UNIT CRITERIA: C ONSIDER THE INSTALLATION OF (1) MECHANICAL UNITWITH THE FOLLOWING LTtITtiRIA- VWt= 170 MPH, EXPOSURE-'8' I0" TAIA. K 48" DEEP X 48' WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTA: LED TO 3000 PST MIN CONCRETE WITH (1),2° CLIP AT EACH CORNER OF UND (TOTAL OF (4) CLIPS) PROCEDURESTEP i RE5ULT NET E CONNECTION TYPE BASED 04 THE O' A ttAMS OVSF E'T Z; CDhNEC3ION TYPE d TELL.._ 7HIS INSTALLATION IS INTENDED FOR A Vult l70 MPH, EY,POSUR_'B'. THIS DESIGN hE WHICH OCSIGF! SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE 5 gyp LARGEST FACT AREA OT MECHANICAL UNR TO BE C JSTALLEO t d d8 THISUNITHEIGHT OF 48 IS EQIJAL TO THE MAXIMUPI AL'LOWABL[ HEIGHT OF 98". 3 NOTE: THIS PRODUCT APPROVAL ALLOWS THE UNIT TO OE INSTALLED ON TOP MAXIMUM UNIT HFSGh;'E RESTRtsTON OF AN A/C STAND TWAT IS A MAXIMUM 30" TAIL. IF AN A/C STAND IS UTILIZED, CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30'IN HEIGHT ISE( VNIE: N:'i W 5A $ V{tilCN SGRPATE±&T11A?<T°1EN lIM Ct7 At LOt7Ai4LE iY DTH t'AC:id". NIT MAY BE N5TAl.i FD A ROOF HEI 1-TS LESS TFAN ORR EQUAL CO 15 IT, THISUNITTNADDITIONALLY, TH S UNIT MAY DE INSTALLED ON ROOF TOP HEIGHTS GREATER OOF :' OP HEIGHT OF THE INSTALLATION THEALLOWABLEROOF,': 711AN 80FT AND t.E55 THAN 100 FT. SEE () ON TALE 5 FOR THE NUMERICAL 1 VAI.t)E.S OF THLS DESIGN EXAMPI.F. DESIGN NOTES: TH15 PRODUCT RAS BEEN DF: lGNED IN ACCORDANCE WITH ASCE 7Q0 AND BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRI THE BUI.CIPJG THLS PRODUCT' APPROVAL AL_OWS FOR EACH UNIT TO BE INSTALLED ON A MAXIML M 30 ALL AIC STAND (CERTIFICAATION BY OTHERS) ON'TOP OF THE HEIGHTS LISTED IN THE. DESIGN SCHEDULES,. GENERAL NOTES: I ! Hi5 P1113013CT HA5 BE ETl DESIGNED AND SMAU BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLOR:DA PUlt,DING CODE N ASCE 7-1.0, THIS PRODUCE MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCI I HURR.ICANF ZONE:, 2. NO 33-1/3% INCREASE IN AL I OWABLE STRESS HAS BEEN USED IN THE DMGN OF THIS SYSTEM DESIGNI BASED ON 1TF4T R Y D'D RCDIXT AND 01£ SI!ECT5 FROM. TEST REPORT IT .D'y'TPQ:47A .f IrlO SY . FSTING EVALLIATICN LABORATORIES, INC. ND j18Ek51'TTL TOGS"" kYITHOU? iiRiTTEN-APPROVAL BY THI5 ENGINEER SHAi t B£ PF. RMITT£D RMAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHA..L CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPEC'rICAT'ION5 CLEAR SPACE, TONNAGE ETC.` SMALL BE AS PCR MANUFACTURER RECOMMENDATION, AND ARE THE EXPRESS R SPONSIBMITY OF THECONTRACTOR. 5. FASTENERS TO BE #1 - X 3OR GREATER SAE GRADE. 5 UN:ESS NOTED OTHERWISE. TAPCO14S REFERRED TO HEREIN SHALL BE ITW BJILOFX BRAND, CARBON STEFI ONLY, INSTALLED 70 3000 PSI MIN CONCRETE SEE ANCHOR SCHEDULE FOR ANCHOR REQUIPEF MENIS. ALL FT TEN ERS SMALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. B. ALL SlEft CUP,5 S IALL BE ASIM A283 TEE.. (GRADE O) WITH Fy:-33 KSI OR BETTER ALL STEEL MEMSEPS SMALL BE PROT ECIED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT', E7JAMEL OR OT) IER APPROVED PROTECTION. I.90 RATED COATING REQUTRFD FOR ALL COASTAL INSTALLATION_. ALL CONCP, F'I'E SPECIE ED HEREIN I JD'T PART OF THIS CERTIFICATION. AS A MINIMUM, ALL C' Ohf"RFIFE SHALL BE STRUCR)M. CONCRETE d' MIN. THICK AND SHALL HAVE IN IMJ 9 COMPRESSIVE STRENGTH OF 3000 PST, UNLESS NOTED OTHERWISE. 8, THE CONTRACTOR 1S RESPONSIBLE TO INSULATE AIL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. ICEC` RI.:AL C--O }ND, VtNEN REQUiRED,,TO"DIS;GN0 tD INSTALI.E0 BY OT&FPS: 10, THE AIT"QVACYC'W5 MeeEXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOALS SMALL a.° VERIFIED BY THE OH5:TC DESIGN pROFE"S$TO4JAL AND IS NOT I FKlUDED IN THIS CFFTIFICATIO' I,EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED, 11, THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A S" PEf_CFiC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE COND, ONS DETAILED HEREIN, A UICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONIVNCRON WITH THIS DOCUMENT' 12, WATER - TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR., CONTRACTOR SHALL, ENSURE THAT ANY REMOVED OR ALTERED WATERPPROOFiNG MEPBRANE IS RESTORED AFTF..R-'AP.RICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OP. LEAKAGE ISSUES WHICH MAY OCCUR AS WAFER -TIGHTNESS SHALL BE THE FULL RESPONSIBP IT:• OF 7HF. INSTALLING CON TRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VJIt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.:7.3 OF ASCE 7-10, I ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS SUBSTRATE DESCRIPTION I SUBSTRATE DESCRTIPTIONZ 1) 5h6 0 CARBGN 5TEEL t O) ..116"4i GSR60N''Si YL IT'N BUILOEX TAPCON It RETE TV B.iN DEX TAlV0N*, . EMBED TOilLLf1wCONCRETE. I 2V FULL EMBED TO E N I Tt• CK 2 ,- FULL ClalnCACTF 3 s h! N. F u -. a %t 4 THICK M1N CDNCP.ETE, 3}s' M N MIN ffi 0 D PSI IN.) EDGE DIS'"ANCE, IDU0 Pe MIN) EDGEDISTANCE 3;t 1TIN; S: ACYNG TYD ANY 3 ADJACENT ANCHOR 5PACING T(2ANY AD ACENT ANCHOR, E... ...... f— i` ALUMLHI, M' 7.j '' "EASAE GRADE 5SHEETMTLSCREWTO I ALUMINUM: 1 (2) + 14 SAE GRADE 5 i SHEET METAL SCRFNfSTO U 75" N N. THI3" ALUMINUM, PROVIDE (5 PSTLn MIN. PAST 3 THICK bl bf 16 AL"IMiNUM FP.OuibE (S) MIN. PASTPLANEMAX ..-' M NrrEHF,% AL'JMIN M) TF READ PLANE iiI It ALUMIt t Mp THREAD r1" CLIPS TYP. fir S CLIPS 31 MAX SI'EFL U 125" MIN, 0, t i) i-C14 SAE GRADE I SHEET METAL, SCREW TO S'tEL; PR(`VIDE 151 STEEL' tq 1K, 3 STHICK, 3l(SY 2)-x14 SAF GRADES SHEETEEL PR VIDSCRE (5) STEEL PP.O4tGE (5) MTh. 5TECL) PITCHES MIN. PAST 3 MIN, STB Lr PITCH S MIN. PAST 3' MAX 5A °" y 3., MAX+ THREAD PLANE THREAD PLANE g TY 4 1 EMBEDMENT AND EDGE DISTANCELe EXCLUDES rINISHES, IF APPLICABLE. TYPE i 2. EHSURF MiMI"tUM EDGE DIS!'ANCE AS NO'' D IN ANCHOR SLMciJULE, CONNECTION 11 / P E C 1 3 SEE DETAIi 5 ON SHEET 3 FOR ANCHORS ATTACHING TO McCHANI AL UNIT. CONNECTION TYPE C2 1. I- C .IP - UTILIZE (1) AT EACH CORNER FOR .A TOTAL OF (4) PER UNIT' C 1" CLIP -UTILIZE ;2j AT EACH CORNER FOR A. TOTAL OF { PER UNIT r CUPS . y 3` M0 TYk 4t,5hAfiF cs CONNECTION. TYPE C3 X:w L4i a.. VnL.IZE i1) AT EACH CORNP,R'FOR A.TOTAL Or fb 0 11 MAX C7 i. n P, ' i r " r2^ CLIPS I` AX h Ty,;. A tC -+• t 113" MAXtto TY7t. CONNECTION TYPE C4 7"_CL tf?a titlLlZf {:) AT EFV«P1 COMER FOR A'.."(1TAt OF r.•.---- -----UNIT WICTH-- - 6" MAX 6" MAX CLIP OFFSETCLIPOVPSET€ Y -- -CLIrD PAIR SPACING 3" TYP MECHANICAL CLIP -CLIP UNtT PER SPACING'r! J/~SEPARATE CERTIFICATION UTILIZE (4) C: PS FA SIDE Of UNIT FORA TOTAL OF 6) PER UNIT 51 ALTERNATE (8) CLIP DETAIL K N T.S....... PLAN VIEW THIS DETAIL. MAY BEUSED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION F(PE.5 THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT, c aw .- 0tO 0 19 FOR ANY CUP LONGER TAN 10" UTILIZE (5)#12 SAE yp GRADE 5 SHEET METAL SCREW , 7'fP. ASTM A2r?.I 4 ST E2 TYP. ur 3)-#:2 SAE GRADE 5 ! "a ZO SHEET NETALSCREYS a 7 u' D) FOR CEPS UP TO 5 LONc'. U':UZE (5)-02 SHET ME —AL SCREWS I1$t FOR CLIPS LONGER ...... t I THAN 5',TYP, ,.( ( .^- HOLE 4 TT! ANCHOR FROM 1 k ,' 0• T5"` - k CUP ANCHOR . r^' . w SCHEDULE, I"YP. OTHER DIMENSIONS SIMILAR) 1 1" CLIP ISOMETRIC DETAIL 3 N T >. ISOMETRIC jr 0 0T. CK D.1I3THICKASM A2..S3 i E STEEL, T # 12 SAE GRADE 5 i € `4SHEETMETALSCREWSFORCLIPS 4' LONG. LTI.U2E( 4) #12 SHEE" M-.ETAL.. SCREWS FOR CLIPS LONGER THAN 4", TYP N fVTHOLES, NOT T"O BE USED FOR ANCHORS, TYP. fff I ! i } ACIORY-MILLED' r"O HIOLES; 1"5'p,.,,I .r".r UT'TUYE ( 1} OR (2ANCHORS ..' v.,, r" FR(M 2" CLIP ANCHOR k`.*,Z„// x SCHEDULE, TYP.y,^ 2 2" CLIP ISOMETRIC DETAIL N.T.S. ISOMETRIC MECHANICAL UNI BY 0 rMERS. AL€MINOM t1OU9ING UNITS SHALL. BE E063 T6 MIN, ALUMINUM SHEET WI i H Ry 30 KSI 0,125" MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ACTM A653 Fy 33KS, MIN. STEEL, GRADE 33, 22GA MIN. (t .1A299"). 0,068 THICK , A5117 A283 STEEL CUP, T YP. BASE OF LNITSHAL, L-_ EL FLESH WITH BASES E CLIP NO SPACE PERMITTED, TYP Q) # 2 SAE GRADE 5 SHEET METAL SCREWS FOR GIPS UP TO 5 LONG,. UTILIZE ( S)t 12 SHEET MF'I AL SCREWS FOR CLIPS LONGER THAN % PROVIDE C5) PITCHES MN FASTTHREAD P:.ANE FOR EACH MS - YP. ANCHOR PER ANCHOR. SCHEDULE SU55TRA7E PER ANCHOR SCHEDULE S.. 1" TIE - DOWN CLIP 3 ANCHOR DETAIL 3 3- 1 °" , . v. DETAIL I CLIP IS D SIGN O FOP FJLb ; CONTACT WI I H THE BAST OF EACH MECHANICAL KNIT TYP. e MFCHANI JAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 606 T6 :4:N. ALUMINUM SHEET WT H V Y=30 KSI, 0 !25" M N THICKNESSSTEELHOUSIiZUNITSSHALLBEA5T9 A653 Fy 33KSI MIN, STEEL, GRADE 33, -' CA MIN,:(1,4.0299"). 0 02 OR 0413'. THICK ASTTA Aa3 STEEL CLIP, TYP. BASE. OF UNIT SHALL . w HE FLUSH WITH OASE r OF CLIP No SPACE PERMITTED, TYP, 3)-#12 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4" LONG. U'iLI (4; # 12 SHEEI MF € AL SCREWS FOR CUPS LUN ER THAN 4 PROVIDE (5) PITCHES MIN PAST THREAD PLANE FOR EACH EMS, `YP, t f i) OR ( 2)A'JCF!OR5 PER AN CHGR 3, SCHEDULE SUBSTRATE PER ANCHOR SLMEDUL 2" TIE - DOWN CLIP rT'ANCHOR DETAIL 3 3« = 7 ^-0° DERAIL CLTP IS DESIGNED FOR FULL CONITACT WITH THE BASF. OF EACH MECHJF CAI. UNIT, TYP, m 15-23 0- 5 TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN 7HCHIGH VELOCITY I IURPUCANEZaNE-) SURFACE AREA OF UNIT UNIT t Cl C2 f.$ C4 UNIT'S LAlGEST HEIGHT WIDTH FACF 24- MAX jjMtNl N/A Vf 616ii f ATIG H 200 Fr ir MAX, 5" MIN ATGRADE AT GRADE H s 60 FT AT jBD F1 H FT Hs 200 FT FV A,T.;,,A Dli tj4p FT AT GRADE H,St?9BFT I FT' 48' MAX 24" IV14 N/A ATGRADE I ATGRADE M SAOFT_ 12 FT° UiA AT GlICADi I ATIGRAM I I a 4o FT Its FT, GRADE NIA ' AT G'iADE 20 FV- N/A AT &1 6j N li ATGRADE 25 FT' • NIA NIA 4TISRAO' AT Gt-g6o" MAX 48" WIN uiAIT N/A N/A Al GiI AT GRA16E' T t5 TABLE IS PERMISSIBLE TO BE 0E D WITHIN i HE. HV-i. WHICH CONTAINS BROWARD AND 1; HAVING J -Y F jRIS C"ON FOR T HE APPLICABILITYANIJDADECOUNTIESClIECKWITHLOCALAOTHORIT OF THUS TABLE VAT PIN CERTAIN FLORIDA [,OUNTE5, TABLE 3 : Vult=170 MPH, EXPOSURE C Fr5-wEE-W.TH-AIiSK CATEGORY 11 STRUCTURE ) ALLOWABLE ROOF -TOP HEr-HT (H) TIE -DOWN CONNGURAI ON IYPE MAX FAUM SURFACE AR.ZA OF..NIT UNIT Cl C2 C3 C4 UNIT 5 AlGEST HEIGHT WIDTH FACE 6FV 24" MAX .12" MIN N/A AT CRACIE H 2C10 FT 60 FT '14 IECIF- 2. 00 H1FT9F- 32- MAX 15" WIN N/A 1 H ' T 20C FT AT GRADE H52MFT AT GRADEAF M S200FTHs200FH2D0FIEDFT Hs 100 Fl 6 F- 1 AT GRADE e Hmc 200 FT 4 1 FT, V) H (DFT IT 200 FT 48' MAX 24"MiN i N !A A H:_ 2CO FT AT GRDE co Fr < H s So F,' bt3,ifXi FT` I' , TV N/A Al GRADE 60 FT , H , 2")0 FF N/A H s 200 16 FTZ N/A AT GRADE N/A H 5 200 IT 2D F` Nj'A AT GRADE N/A H 5 200 FT 25 I' ll N/A N/A Ni A H 30 FT W FT H 2Ck FT 607: NIAX 48" MIN 0 GRADE I'll 30 FT, NIA N/A N/A SO FT , A 5186 FT 35 NIA NIA N/A AT GRAVE AN EXAMPt F., THIS TABLE IS PERMISSIBLE TO aE USED WI I P41N PALM BEACH, COUNTY CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS I ABLE. WITHIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE MATH A RISK CATEGORY 11 STRU7UFF IN THE HIGH VEL.001PY'HURRiCANE ZONE-) ARUO sufrf- ArEAREA CF UNIT UNIT C2 C3 EIGHT (4 WM71- 4g 6 F" 4"NIAX q- WIN -N/A AT AT H IS 200 El u Z us t 9 FV 32'MAX 15* MIN NIA ATGRADE I NIA H B0 fT 12 4 FT' IT' 7 u! 11115 'T AT GRAO H .200 FT wuj 4 51, 12. FT Ai GiA 6 F NA ATGRADE W 6 PT' H /A GAIOIE AT GF RE 0 20,7' -GRADt j N!A ATGRADE NIA NIA NA AT CRAP 60" MAX 4R" LIN - wA N/A At apA41e 4b "/A TH5 TABLE iSPERIVIIS31BLE TO BE USED WITHIN THE HVHIZ WHICH CONTAINS BROWARD AND d z OF THIS TABLE WITHIN CERTAIN FkORIOACOUNDES, z Z 9 TABLE 4 Vult= 170 MPH, EXPOSURE D 0 LIT E F W Cl EES K CATEGORY II STRUCTU RE n Di w 0 z LOPt, Cti T! E-DOWN CQNFlCURA' ION TYPE uJ AAWALW z z 0 SURFACE AREA OF UNIT UNIT Cl.C2 cs C4 UNIT'S LARG19 EIGHT WIDTH F' FACE a- 6, FT- 24' MAY 12" VIN N/A H 2tY) FT A -GRADE , Co Ft V. F H S 20rl I T ca FF u q FT2 i 32" MAX 15"MIN NjA So ATGRADE NI/4 H 2rl, FT; H2 2ncl ATGRADE 4 FT' 1- 1 S 20U FT H 5 200 FT F:5 2DD FT LD FT , H , 1, 10 FT H 5; 15 FT N/A H 200 F7 H 200 v g1l 4 1-1 F, - 1, 6C T11200FTAllNIAA.GRADE 9 FT'MAX 24'MIN A FT 60 FI 9 v 200 Fl, At GRAVE 12 FV N"A H S NO IT H s 2CO FT 1 so PT F4 tailrlEFT, N/A H/A NIA 401`1 H FT, NIA Hs4oFT 20 FT' N/ A A*,GAA0E 50 F" 1-11200 AT GPI 15-2378 N/A N/A60F25FT' T HS OOFT 60" MAX 4$" MIN AT GRADE I 30 FT' N/A N/A N A 60 Fl < H Hill N/A N/ A AT GRADE AN V XAMPLE, 7111' , TABLE 15 PERMSSIDLE TO BE USED WITHIN PALM BEACH COLIN ry, CHECK. WITH LOCAL APPLICABILITY OF TH25 TABLE Wl. THIN CERTAIN FLORIDA ALI HORi TY HAVINGJUNIS1111-TION FOR THE TABLE 5 : Vult=140 MPH, EXPOSURE B TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') FOR USE WITH A RISK CATEGORY II STRUCTURE') Nmvyi ABLE PfkOP-Ti7D H61iiNi NI, TPE•DT)WN CCTNFJGt@RAi@ONTY,F.E' MAXIMUM i MAXIMUM SURFACEAREAOF UNIT UNIT 1 SURFACE AREA OF UNIT UNIT CI UNITS LARGEST Cl HEIGHT € WIDTH Q C3 t CQ UNITSIARGEST HEIGHT i WIDTH FACE FACE.. fE ...,,,. 6 FT' 24' MAX 12 MIN : H 515 FT 60 FT H 5120 FT H sZOO FT H _ 200 FT I H 5 200 FT fi 6 FTI 24" MAX E 12" MIN AT GRADE 9FT' 32 MAX 15 MIN ATGRADE H5200FT N 5 200 FT H<200 FI 9F 32 MAX 115 MIN N/A m-... z 4 FT' H s 200 FT H s 200 FT H S 200 FT H!; 200 FT 4 F H 5 200 FT 6 FT' H54OFT 60 F7 H 200 FT H 5 200 FT T. H s 20O FT € H!; 200 FT 6 F7' 06 ATGRADE FT H 5 180 s 9FT AT GRADE 48"MAX24"MIN Hs200 FT Hs200 FT € H5200 FT 1. 9F 48"MAX ZI MIN; ATGRADE 50 FT<HSAO FT 12 FT' ATGRADE Hs200 FT H."40 FT 60 F' < H 5 200 FT: H5200 FT 12 FT' NIA 16 FT N/A H s 200 FT H 15 FT € H <200 FT IS FT' N/A f _ O rI H5100 FT` 20 FT' N/A H S 200 FT H515 F'F H S 200 FT £I 20 FT' NIA s 5t1 FT H 5180 FT 25 FT' N/A H 540 FT ATGRADE H 5200 FT , 25 FT' N/A 60" MAX 48 MIN 60 FT H 2DO F- 50 FT H 5 80 FT i 6 MAX i 4 A MIN 030FT' NIA H 515 FT ATGRADE H'200FT RO FT' N/A @ 60 FT<H 9160 F{ 36 FT' N/A ATGRADE ATGRADE f H . 200 FT 36 FT' - N/A 60 FT < H 5 80 FT TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY it STRUCTURE') ALLOWABLE ROOFTOP HEIGHT (H) TIE• OOWN CONFIGURATION TYPE SURFACE AREA OF UNIT. UNIT Cl yIy C2 i C3 C4 UNITS LARGEST TIE*sHT WIDTH 1. y FACE 6FT' 24"MAX 12"MIN ' N/A H 5 30 FT H5ZOO FT <H 5200 FTC HS200 FT 9 FT' 32' MAX 15" MIN N/A H 5200 FT AT GRADE , 6DF <H 5140 FT` H520D FT 4 FT' H 5 40 FT 60 FT H5200FTiH s 200 FT H 5 200 FT H 5 200 FF i 6Fr A7 GRADE 60 FT<H 5100 FT; H<_20OFT H520OFT H5ZOO FT 9FT' 48"MAX, 24 MIN N/A 4515 FT i H5200FT 6DF'T<It520017 Hs200F7 12 FT' N/ A H S 40 FT AT GRADE H 5 Z00 FT 360 FT<N5 OOFT°60FT<HS80FTI N/A AT I N/ A HS200FT 6T' i6D FT<HS200M ATGRADE 20 FT' - N/A A7 GRADE 60FT<Hs2DOFT' H5200 FT 25 FT' ... N/A A'GRADE 60 FT 80 FT a N/A H < 200 FT 60" MAX 48" MIN ' H 140 FT 30 FT' N/A N/AA 60 FT < N 5 200 FT AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN 3 BREVARO COUNTY. ECK WITH LOCAL AUTHORITY HAVING JURISDICTION FT' N/A NIA N/A ATGRADE FOR' THE APPLICABILITYOFTHISTABLEWITHINCtR' I' AIN FLUMDACOUNTIES. 36 j 1 50 FT H<_200 FT ALLOWABLE ROOF -TOP HEIGHT ( Hj TIE -DOWN CONFIGURATIONTYPE C2 1 C3 C4'. N S 200 FT H 5 OO FT H 5 200 Ff- (` yHSISFFNS200 FTH5200FTAt60 FT N 5200FTOfVH5200FTH5200 FT Hs 200 FTZX L. H 5 200 FT H < 200 FT H s 200 FT In wul NLL2i H S200 F1 H 540 FT 60 FT H 5 200 FT l_ H5200 FT 1 t, ai 0 eF H S200 FT AT GRADE 60 FT < H 5 l40 FT- H520O FT H 515 FT A` f GAAOE ( T < H S 200 FT'; H 5200 FT H 30 FT T< H5200 FT0 1 JTMA6£ Hs 200FT U Zr AT G T< HRADE S 114CFTA'GRAD£ 1<200 FT F—I h ATGRADE N/A. € H52DD FT z O R 2 . 0 ATGRADE 1 WA 11530 FT 3;60' T Hs200FT' Q K 0 m n Boaz':' z 7 m 15- 2378 ENE3INEERING EXPRESS@ yPeEeReTs 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.G., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. o TEST REPORTS Ultimate test loading structural performance has been tested in accordance with f1STM,D1.761-88 test standards per test report(s) #TEL 01970387A and #TEL 01970387B by Tes , i orator Inc. „ w E AIL STRUCTURAL. ENGINEERING CALCULATIONS Ratsed,En neer's Seal Valid fr r Structural engineering calculations have been prepared whichPaes2s evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2, Maximum Allowable Unit Height Frank # . PE000' 8'3. Minimum Unit Weight5 4. Maximum Allowable Unit Surface Area '`4+R ttr1+ 5. Clip Configuration and Anchor Spacing 6 Anchor Capacity for Various Substrates 7, Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW. ENGEXP.COM ENGINEERING BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e.. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Florida Building Code Online r^" Page 1 of 3 Nr 4 X-C , t Rtt ( 111 BCIS Home j Log to I User Registration i Hot Topics I Submit Surcharge i scats a racts ; ruouca, UUs nes Product Approval Fro ess al USER: Public User Regulation' ptpilia of Appiiii2tin San > Application'Us > Application DetailProauRnoorovalMenu > PENN FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence bti PG niC=R 13t7r Ufi'1 ti-n aDiv if HOC. .rSM:l.:e RE141t FL2197-R5 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. MTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mii.com David Wert david.c.wert@mii.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/31/2015 ICC Evaluation Service, LLC. i147 RS cix .Q rtificate of thdeoendence for Evaluatisstl:ndf Referenced Standard and Year (of Standard) fta-ndard. Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 Cre it 49E https://www.floridabuilding.org/pr/pr_app_dtl.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 ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.[cc-es.ora ( (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council' DIVISION: 06 00 GO -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www_ mll_corn.. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code' (IBC) 2012, 2009, 2006 International Residential Code (I RC) a 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A 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 t/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.46 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 O 25 inch (6.4 mm). Each slot has a 0.334nch-long (8A mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 025-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, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed . as an endorsement of the subject of the report or a recommendation for its use. There is no warramy by /CC Evaluation Service, LLC, express or implied, as Rim to any finding or other matter in this report, or as to any product covered by the report. Copyright 0 2015 Page 1 of 6 ESR-1311 I Most Widely cmpfed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG AA Eq AE EE M-16 AND MII 16 Douglas fir -larch 0.5. 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and 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 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -Pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For St. 1lbfir i = 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 toadAlltrussplatesarepressedintothewoadforthefulldepthoftheirteeth 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 MI120 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Poundslinch/Pali' 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 @ 901 0.36 1013 0.47 820 10.48 1219 Tension Values in Accordandewith TPI-1 Wth a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint Tension @ 00 0.68 1945 J0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 84i 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 301 0.61 1173 0.63 738 0,61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 11 B4 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150° o.35____J 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -Aline through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes, 2MaxiMum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.42V 0.26T 05W 32rrwn 64mm 1270 0,00 Don don 0# Boo Ono goo Ono Ono Goo Don Ono 1000 Ono Ono 0, 3w 93mm M-20 HSI Mll 20 HSI MT20HS FIGURE 7—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 i-tic: buppiement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ord 1 (800) 423-6587 1 (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: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeko Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTA°, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: IN 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, M11 16, M-20, MII 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 .):16ida Building Code —Residential,. provided the design and installation are in accordance with the Intemationaf Building Code (IBC} provisions noted in. the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other at(ribules 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 Page 1 of 1 Copyright 0 2015 IMES Evaluation Report t5K-141.I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00--WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, 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 Code® (IBC) 1. 2012, 2009, 2006 international Residential Codee (IRC) 0 2013 Abu Dhabi international Building Code (ADIBC)' rThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MIl 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 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 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm)_ Each slot has a 0.33-inch-long (6.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details, 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTMr 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 0.33-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-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ]CC Evaluation Service, 11C, express or implied, as to any finding or other mailer in this report, or as to any producr covered by the report." Page 1 of 5 Copyright ® 2015 ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT* (Ib/in2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas . fir -larch Hem -fir 0.5 0.43 176. 119 121 64 137 102 126 98 Spruce -pine -fir Southern pine 0.42 0.55 127 174 82 126 75 147 107 122 M-20 and Mill 20 Douglas fir -larch fir 0.5 0.43 220 ... 185 195 148 180 129 190 145 Hem Spruce -pine -fir Southern pine.. 0.42 0.55 197 249 144 190 143 184 137 200.. M-20 HS, MII 20 HS and M. T20HS Douglas fir -larch Hem -fir 0,5 0.43 165 139 146 111 135 97 143 109 Spruce -pine -fir Southern pine 0.42 0.55 148 187 108 143 107 138 103 150 For SI: 1lbrin2 = 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 toadAlltrussplatesarepressedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, muttiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment totter presses and hydraulic-plalen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MII 16 M-20 AND Mll 20 M-20 HS, Mll 20HS AND MT20HS Efficiency Poundslinch/Pair Efficiency Pounds/inch/Pair Efficiency Pounds/inch/PairFORCE DIRECTION of Connector of Connector of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0. '0 2012 0.50 880 0.59 1219 Tension @ 90° 0. 16 1013 EE 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 @ 900 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 1.085 Shear @ 600 0.73 1402 0.79 936 0,67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 Shear @ 1500 0.35 672 .. 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = ZtA 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. 2Ma)dmum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I most Widely Accepted and Trusted Page 5 of 6 0.125' 02W O,WW 3:2mm 84MM 127mm 14 A D% It Ono 000 000 DOD DOD 000 000 DOD 0.30Y 93mm M-20 HSI Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K-1417 rt3t, Oupplemenl. Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 11.11 ( 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.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 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, MII 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 9 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 1.0 of the master evaluation report ES:R-i311,'comply with the 2014 and 2010 Florida Building Code —Buildingandthe'2014 and 2010jF ida poildfngCcde—FResrdenttal; provided the design and installation are in accordance with the International Building Code (IBC) provisions noted in the Master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building CodO— Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-.3, verification that the [eport holder's quality assurance program is audited by:aqualityassurBnCe.entity approved by the Florida Building Commission for the type of inspections being conducted: is theresponsibililtyofan; approved vatidatfon entity (or the code, official when the report. holder does not possess a0 approval t y the Commissiony. This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendalionforitsuse. There is no warranty by ICC J;val uation Service, LLC, express or implied, as to airy finding or other mailer in this report, or as 10 atly product covered by the report - Page 1 of 1 Copyright C 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 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.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mill 16, M-20, Mill 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) e 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)f tThe ADIBC is based on the 2009 I8C..2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke 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 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model 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 3.0 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 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 centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details; 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be car strued as an endorsemenr of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Sen ice, LLC, express or implied, as to arty finding or other matter in this report, or as to any product covered by the report. U .:r .:... Page 1 of 5 Copyright ® 2015 ESR-1311. 1. 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 M-16 AND Mil 16 Douglas fir -larch Hem -fir 0:5 0.43 176 119 121 64 137 102 126 98 Spruce -pine -fir Southern pine 0,42 0.55 127 174.. 82 126.: 75 147 107 122 M-20 and MII 20 Douglas fir -larch Hem -fir 0:5 0.43 220 185 195 148 180 129 190 145 Spruce -Pine -fir Southernpine 0.42 0.55 197 249 144 190 143 184 137 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch Hem -fir 0.5 0,43 165 139 146 111 135 97 143 109 Spruce -Pine -fir Southern pine 0.42 0,55 148 187 108 143 107 138 103 150 For SI: 1lbrin` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = plate perpendicular to Toad, wood grain perpendicular to loadAiltrussplatesarepressedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND M1116 M-20 AND Mil 20 - M-20 HS, M1120HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency Poundslinch/Pair of Connector Plates Efficiency Poundstinch/Pair of Connector Plates Tension Values in Accordance with. Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 0° Tension @ 900 0.7.0 0.36 2012 lo13 0.50 0.47 J 880 820 0.59 1505 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 @ 0° Tension @ 90° 0.68 0.30 1945 849 0.62 OA8 1091 841 0.67 0.52 1716 1321 Shear Values Shear @ 00 Shear @ 300 Shear @ 60° Shear @ 900 Shear @ 120° Shear @ 1500 0.54. 0.61 0.73 0.55 0.48 0.35 1041 1173 1402 1055 914 672 0.49 0.63 ._.. 0.79. _ 0.55 0.42 0.46 574 738 936 645 490 544 0.43 0.61 0.67 0.45 0.34 n 761 1085 1184 792 608 537 For SI: 1 Ib/inch = 0.175 Nlmm, 1 inch = 25.4 Mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. ZMaximo n Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and -Trusted Page 5 of 5 0 125' 0.25T 0,8W 0 386 3.2mm 5.4mm 127M n 03mm 000 io 000 tit 11 000 Ono Ono Ono 000 a M-20 HSI M1.1 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) (Continued) IMES Evaluation Report ESR-1311 t-tsu suppiement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.org j (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.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES. M-16, Mil 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mil20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: 9 2014 and 2010 Florida Building Code —Building tl 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections 2.0 rough 7.0 of the master evaluation. report ESR-13.11,.comply with the 2014 and 2010 Flbrtda. Building Code —Buildingandthe2i14and2010FloridaButtdingGade--Resklential, provided the design and installation are .in accordance with the International Building Code°. (M) prpVlsions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm has also been 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 f.,069 under Florida. Rule 9N-3, verifications that the report holder -quality assurance program is audited:by aqualityassuranceeOily .approved by the Florida Building Commission for the.type of inspections being conducted is the resP9nsibiiyofan, approved validation entity (or the .code. official when the tepott.holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICGGS Hraluation Reports are rot to be construed as representing aesthetics or any other attributes not speciftcaUy addressed, nor are they to be construed asanendorsementofthesubjectoftherepartorarecommendationforitsuse: There is no warranty by 1CC F.roluation Service, LLC, express or implied as - 10 a» y finding or other matter in this report, or as to atry product covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report t5K"1s11 Reissued June 2015 This report is subject to renewal June 2017. 800 423-6587 562 699-0543 A Subsidiaryof the International Code Council® www.icc-es.oru I ( ) I ( ) DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS1 1.0 EVALUATION SCOPE Compliance with the following codes: it 2012, 2009, 2006 International Building Code (IBC) 0 2012, 2009, 2006 International Residential Code (IRC) s 2013 Abu Dhabi International Building Code (ADIBC)t TThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses- 3.0 DESCRIPTION 3A 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 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, iow-alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0,013 mm)] and having a base -metal thickness of 0.0346 inch (.0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 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 (6A mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are nor to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, /.LC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report Page 1 of 5 Copyright © 2015 ESR-1311 I Most Widely Acce ted and Trusted Page 3 of S. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBERS S SG AA EA ._ AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir Southern pine 0,42 0.55 127 174 82 126 75 147 107 122 M-20 and MII 20 Douglas fir -larch Hem -fir 0.5 0.43 220 185 .. 195 148 180 129 190 145 Spruce -Pine -fir Southern pine 0.42 ... 0.55 197 249 144 190 143 184 137 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch Hem-flr 0.5 OA3 165 139 146 111 135 97 143 109 Spruce -pine -fir Southem pine 0.42 0.55 148 187 108 143 107 138 103 150 For Si: 1lbline = 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 = Pule perpendicular to load, wood grain perpendicular to toad All tn.":plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartiahembedment €ollowed by futi-embedment toilers, 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 M-16 AND MIL 16 M-20 AND MI120 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundslinch/Pair Efficiency Pounds/Inch/Pair Efficiency Pounds/inch/PairFARCE DIRECTION of Connector of Connector of Connector Plates Plates Plates Tension Values in Accordance with Section 6.4.4.2 of TPI-1 (Minimum Net Section over the Joint} Tension @.06 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 Jointe Tension @ 0° 0.68 1945 0,62 1091 0.67 1716 Tension @ 90W___J 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 @ 60' 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maxirrtum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. EBR-1311 I Most. Widely Accepted and Trusted Page 6 of 6 0126" 0150' 0,50Q" 0 365" 32mm GAnvn 127mm 9.3mm jaOG000 . 0,00 000 OGG 000 000 Ono rr Goo 000 Ono 00 Ono OGG OTHr-- - M-20 HS, Mil 20 HSI MT20H,S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orcl 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. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekaTRUSSCONNECTOR PLATES: M-16, Mll 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 MiTeke Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HST111, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: tit 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The MiTeke Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 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 Flt dd6 Building; Code —Residential; provided the design and installation are in accordance with the International Buiidiipg Code (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HS rm 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. CC - ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofthe report or a recommendation for its use.. There is no warranty by ICC Evaluation Service, " express or implied, as Elm to any finding or other matter in this report, or as to any product covered by the report. x a Copyright © 2015 Page ;- of 1 Florida Building Code Online ,) Page 1 of 1 c kc- V(roYLnI i rrgz=g zaa, ys ti fa d 8CI5 Home ( Log in User Registration Hot Topics , Submit Surcharge Stats & Facts Publications FBC Staff 9CI5 Site Map Links Search BUSjnesc" Q SSI 413roductUSER: Public User RCC1 ti0( Approval J Pradex[:AnOmva: Md rtu s Prod, r avtY±Gat dJi 5eaYs+>Application 4ist' Search Criteria &d'ne h: Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved For use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL FL# Type Manufacturer Validated By Status FL15216_ Revision InterWrap, Inc. John W. Knezevich, PE ApprovedR2 History Category: Roofing 954) 772-6224 Subcategory: Linderlayments Contact Us :. j$,Ad h osth r1 riide stf, z' T^8 make Fl. NM Phone: B_ 87<1 24: The State of Florida is an AA/EEO employer. rR4Snum 2047-7 13 State 6f FlandA :: 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 Stats & Facts I Publications I FBC Staff i BC.S Site Map 1 Links ' Search ttras"..hnernvrl tt s Pr acicto 1%0011atEnn Starcfl >.A2YtlCrl 0 i51 a 'APPllc8ft" 0"UH a FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FlalU1. C01. 2015_DI._ QQI Nieminen—,pdf. 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 TiS07.8 https://www.floridabuilding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/201 S Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 SummarV of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions FL15216 R2 II 2015 Q4r NA 4 ER 1NTERWRAP RHR04F FL15216- R2.odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section S for Limits of Use. Evaluation Reports FLT5216 R2 AE 01 04 FINAi ER INTERWRAP HINiiStl7iJF FL15216 : R2.odf Created by Independent Third Party: Yes Contact Us:: 1940 North -!!IQ =2VDd.'TallahA= FL 32399.Vhone: 950-gs47.2824. The State of Horida Is an AA/EEO employer. r to 7* prtyacv Statritteni, : fH^ycllFih'Statem:;,:,. :: Refund 5tatement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the Office by phone or by traditional mail. If you have any questions, please contact 850.487.1395 *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email Atld[Ms If they have one. The emails provided may be used for official c4rmnt niration 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 ceaipper 455; F S., please click Iles:. Product Approval Accepts: https:llwww.floridabuilding.org!prlpi _app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 i TRINITY ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada 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 140510.02.12-112 FL15216-R2 Date of Issuance:02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 04127/2015, This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity)ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. w„ TRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Koigy Examination Reference Date ITS(TST1509) Physical Properties 100539395COCL-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 10053939SCOQ 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 11 felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or 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, I.I.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/201S Page 2 of 3 TRINITY s 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 RhirtoRoof 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 Slone > 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 < 4.7 2: 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. H. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA 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 140S10.02.12-R2 certificote of Authorization N9503 F1.15216-112 Revision 2: 04/27/2015 Page 3 of 3 f'RINITY HERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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 DC4ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, RE on D4/27/2015. This does not serve as an electronically signed document,. Signed, sealed ha rdcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity 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. 5. 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. f J TRINITY ERD I ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on A5TM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ7006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 Rh(noRoof 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 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -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 II 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 140510.02.12-R2 Certificote of Authorization #9503 FL15216-RZ Revision 2: 04/27/2015 Page 2 of 3 TRINITY E 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: RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Layer: 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 < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underiayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Layer: 2;12 < Roof Slope < 4;42: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/Z7/2015 Page 3 of 3 U 0211112015 13:41 fAX) P.0021004 MIAMI-BADE COUNTY M1J#M; PRODUCT CONTROL SECTIONmmal1905SW26Street, Raom 208 DEPARTMENTt OF REGULATORY AND ECONOMIC RESOURCES (RER) Miwni, Florida 33175.2474 BOARD AND CODE ADMINISTRATIONION DIVISION T (785).315-2540 F (786) 31&2599 NOTICE OF ACCEPTANCE (NOA) Southeastern Metals Manufacturing Company, Inc, 11801 Industry Drive Jacksonville, l':rIL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has bean reviewed and accepted by Miami -Dade County'R.LR -Product Contrail Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (A", This NOA shall not be valid after the expiration date atated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will Incur the expense of such testing and the AHJ may immediately revolve, modify, or suspend the use of such product or material within their jurisdiction. Rini. 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. DESCRIPTION; Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMMNT: The NOA number preceded by the words Miami -Dads: 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 1 through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. t u= NOA No.: 13-0814.09 t t Expiration Date: 04/15/19 Approval Date. 01123J14 Page 1 of 3 02111/201S 13.42 fa P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Bub -Category; Ventilation Material: Steel Minimum Slope: 2.12 T&4 DE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY kppucANT.- IftnUfaceNred by Teat Product c DimensionsSpecifications Ilr-wetioftt Weather Vent Vent: 4-'A" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. - MANUFACTURING LOICATION 1. Jacksonville, FL EVIDENCE SUBI4IITTED Tit,, +encl feat Identifier Test Name/Renort. PRI Asphalt Technologies, Inc, TAS 100 SEM-002-02-01 ICC-ES AC132 SEM-027-02-01 APPROVIif.D APPLICATIONS: Deck Type: Wood Deck Desorihtion; Is/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Date 08/14/03 01/07/14 Cutout; Mark a 3'%" x 46" opening centered between layout tines 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 rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I-V4" galvanized ring shank roofing nails spaced approx. 8" o.c. and i" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). NOA No.: 13-0814.08 Expiration Date: 04115119 Approval Date; OV23/14 Page 2 of 3 D 0211112015 13:43 T4 LIMiTATION8: 1. kefer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall boar the imprint or identifiable marking of the manufacturer`s name or logo, city, state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Scat as shown below: DRAWINGS ROOF FLANGE NAIL PLACEMENT m END OF TMS ACCEPTANCE NOA No.: 13-0814.08 MFKMRNW Expiration Date: 04/15/19 Approval Date: 01n3/14 Page 3 of Ji 41A DESCRIPTION AS FURNISHED: Lot 295, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 296 r S r! 5.00, 5.00, LOT 300 N 00010' 44" W 40.00' LOT 295 34.80' 34.80, 25.20' 25.20' 5.00' i O O O t!- O o n 00 5 5.00' 70' UTIL. ESMT. 1 75,03' PC) (B.B•) S 00010' 44" E 40.00' LOT 294 0 yG pZ1 Lvl - 4,000 LIVING - 1,157 GARAGE 451 ENTRY 74 LANAI = 128 w.r 1. SO.FF. SOFT, SQ.FT. SO. FT. ROCKY GROVE LAN 403E BREEZEWAY— DRIVEWAY = 4Q3 SQ.FT. SQ.FT. 50' R/W) TRACT I AIC WAL PAD = 9 ALKWgY = 73 SQ.FT. SQ.FT. UTILITY & ACCESS R/W IMPERVIOUS= 47.8 2,294 SQ.FT. G SOD = 2 506 SQ.FT, OI0 AREA U SQ. FI yFO F01435440 Q PROPOSED =FINISHED SPOT GRADE ELEVATION APRO= 110 SQ.NPER DRAINAGE PLANS SETBACKS: SIDEWALK = 200 SOFT. V PROPOSED DRAINAGE FLOW FRONT = 25' SOD - 130 SQ.FT. LOT GRADING TYPE A * REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5,240 SQ.FT. PROPOSED F.F. PER PLANS = 24.7' # SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 273 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ CLIENT NOT FIELD VERIFIED SOD = Z636 SQ.FT, CR USE'NMEYER - SCOTT ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT PAL • POINT ON LINE NOTES: FFIELDTTP, TYPICAL I. P. c IRON PIPE PRP_ • POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY MAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR, IRON ROD PLC,- POINT DF COMPOUND CURVATURE PROFESSIONAL SURVEIORS AND MAPPERS IN CHAPTER W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES CX CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED, WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY AIAP OR COPIES ARE NOT VAUD. SET LR, . I/2' IR •/BIB 4596 NR. NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION Nf7NfSNl:O TO THE SURVEYOR. THERE MAY BE OTHER RE37RICTIONS REL. - RECOVERED VP. VITNESS POINT PA, B. POINT OF CALL• CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. A NO UNDERGROUND LUPROVEMEMS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. COMMENCEMENTREFERENCEMONUMENTPA.C, c POINT LI COMMENCEMENT PR14 FINISHED E •CENTERLINE fF. FINISNE BOOR ELEVATION 5, THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED W AND SHOULD NOT BE RILED UPON BY MY OTHER EMIR: N& D c NAIL 4 DISK BSI. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/ V -RIGHT-OF-VAT B.M. • BENCHMARK 7, BEARINGS, ARE BASED ASSUMED DATI/AI AND ON THE LINE SHOWN AS BASE BEARING (P.D.) ESMT. • EASEMENT D.B. BASE BEARING DRAIN DRAINAGE 8. ELEVATIONS, IF SHOWN. ARE 54SEV ON NATIONAL OWDE77C DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL. UTILITY 9. GEIMFTCATE OF AUiHOMZA71ON No. 4590. CLFC. CHAIN LINK FENCE VDFC. VOOD FENCE C/ o CONCRETE BLOCK SCALE - 1 1- 20'--A DRAWN BY: ++ P. C. POINT OF CURVATURE P. T. • POINT OF TANGENCY CER7IFlED BY: DATE ORDER No. DESC. - DESCRIPTION R • RADIUS L • ARC LENGTH PLOT PLAN 03 -10-17 1064-17 D - DELTA c. IL. - CHORD HODBEARING REVISED PLOT PLAN 05-31-2017 FORMBOARD FOUNDAITON/ELEYS. OS-01-17 3127-17 NORTH THIS BUILDING/PROPERTY OOES.NOT UE WITHIN 4 THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' A/ . GRUSEN R.L / 4714 ZONE X. MAP f 12117C 0055 F. J S W. SCO R.LS !/ 4801 JLN UNIVEInimAlm ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review= Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • R. 407.423.3106 UES Project No 0110,1401008.0000 Workorder No: 9317207-2 Report Date: 8/3/2017 In -Place Density Test Report 7--1L0 Client: Taylor Morrison of Florida, Incorporated UESechnician: Kendric Reddick 2600 Lake Lucien Drive Suite 35121 rDate Tested: 08/03/2017 Maitland, FL 32751 r1ri, q" Project: Thornbrooke 40s & 50s SF House -'Lots1 Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 295 (412 Rocky Grove In. ) Material: Fill Reference Datum: 0 = Top of Fill Twe of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The"tests below meetrthe minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. lmaximum Location of Test Range Density pcf) optimum Moisture m Field Dry Density pc1) Field Moisture l Soil Gompaction I Fill Depth inch) Pass or Fail 6 Northwest corner of pad. 0-1 ft 105.4 11.8 109.0 11.9 103 N/A Pas:, 7 Northeast corner of pad 1-2 ft 105.4 11.8 108.4 12.9 103 N/A Pas: 8 Southeast corner of pad 1-2 ft 105.4 11.8 106.3 10.7 101 N/A Pas: 9 Southwest corner of pad 1-2 ft 105.4 11.8 104.2 12.4 99 N/A Pas: 10 Center of pad 2_3 ft 105.4 11.8 110.3 16.6 105 N/A Pas: Remarks':Af'timeW testing no footings had- been excavated. All tests taken on pad arear..:;-_ Tn nn{ohGnh n mnh hl nrn{an{:nn {+ 1In...n rnnl n n/:cn{n {hn O..h11n nnrl nu.n._.h.nn nil rnnnr{n nro m.hm:F{nrl nn nnnC.rinn{:nl mm nrf.. nF n..r ../:on{n n.1 0..{hnn o{inn t f i e CITY OF SANFORDJUL312017 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: Job Address: /' '' c.< ' t .: % Historic District: Yes No jR Parcel ID: ResidentialK Commercial Type of Work: New Addition Alteration Repair E Demo Change of Use El Move Q Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name c4r r• Phone: 40 C.oA9 -00 "12 Residentofproperty? :Street: atvC7 iL [)r- City, State Zip: M^ +1QKpa- EL 32,51 Contractor Information; Name ,, Phone: YCs`t Street: Fax: 9m 1ai•`11 1 City; State, Zip•'_df'1 0-1 cd b rL. State License No.: ECG S- M Name: Street: City, St, Zip: Bonding Company: Address: _ Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TU OWNERc YOUR FAILURE TO. REGORp A NQTICE.OF OOtM 1ElVC MENT MAX RESULT .. YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.. A NOTICE OF COMMENCEMENT MUST Rl RECORDED A1VIi POSTED ON Tll l SOD -SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAINFINANCING, 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 constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FRC 105.3,Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code NOTICE; In addition o the requirements of this permit, there may be _additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, 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 113, The City of Sanford, requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinotder;to calculate a plan review charge and with be considered .the estimated construction value of the job at the time of submittal. the permitTheactualconstructionvaluewillbefiguredbased -on the current ICC Valuation Table in effect at the time issued, e, accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit wilfbe 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 oWnedAguit Date Print OwncdAgetit'sName . Signatum of Notarf State, of Florida bate SignaiureofContractor/Agent ' pat-J Print Co tractor/Agcat's Name 7 7 Si ' arc of Notary -State f lorida tc o•;'R pu - KAREN HUGHES NotaryPublic—State of Florida Co mmissionoGG069888 MyComm,ExplresMar26,2021 B dedthroughkatidnaINotaryAssn. P AY owner/Agen# is Personally Known to me or Produced ID Type of ID Produced ID Type of ID-- BELOW IS FOR OFFICE USE ONLY Permits Required. Building Electrical Mechanical Plumbing[] Gas[] Roof construction Type: Occupancy Use: Flood. Zone: ---- of Stories' Total Sq Ft of Bldg: Mn. occupancy Loads _. _----------~=- , L Pb ]vt/ s Plumbing - # of Fixtures r New Construction: Electric= # of Amps 00 row Fit e.Sprinkler Permit: 'Yes No of.Heads Fire Alarm Permit: Yes [ No El APPR(7VALS: ZONING: ___UT'ILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: . COMMENTS:` APlanReviewContact;Person: Title: Phone: 401-5$5aocd Fax:d,-3- g5.3 Email: 1iC C yY. (1Try Property`Owner Information Name toy-,- Phone: Street: o C :Q_. ___ ` _ Resident of roe f l P -p rty=--' - - -- —- - - - - tt I City, State Zip: , t Contractor Information Name l-Av ` . n it .:. Phone: `t ii } Street: 31 jS'C_-0 (_Q )QUA Fax City, State Zip: f\'t t %% 1 State License No.: `ACoB Dc O Architect/Engineer `Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: - Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE .OF COMMENCEMENT'` MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to dothework and installations as indicated. I -certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application i I I NOTICE: In addition to the requirements of'this permit, there may be additional restrictions applicable to this property th9c'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. Acl eptance ofpermit 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 theAime 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 figure&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 at work will be- done -in -compliance with all applicable-;laws-xegulatingconstruction and-zo g. If'J Signature of Owner/Agent Date Si re of Contractor/Agent e Print Owner/Agent's Name. P ' t Contractor/A ent's`Name Signature,ofNotary-State of Florida Date Signature of No ry-State of Florida D to CHERYL D AKERS MY COMMISSION -# FF998962 ADV, EXPIRES June 05, 2020 407),398-0163 - FloridallotarySemice.com Owner/Agent is Personally Known to Me or Contractor/Agent",is Personally Known to `Me or Produced ID Type of ID Produced ID Type of ID BELOW ISTORs OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Mina Occupancy Load: #! of Stories: New Construction: Electric # of Amps Plumbing # of Fixtures iire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No PRO,VALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: June 30, 2015 Permit Application ProitluTb} Mo9t.)Bnv AIR • k actlaaa r cPas tea . mmu Pa a?mts3a3 " A iilieDRLblti136 ':•. \'. 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IVAC IMa4lrhu DEL HEai NG CONDITIONING SW • Dtlt3nn56 O ay. r.J_A:v+OU C:Lvc;/Ka a e: Frmp'' SUD 7tD Iq S35D9P En9/211b,1 11 AM 2 Revision Response to Comments 0 L)C'T 2 2 Permit 4 Submittal Date Project Address: P,6 Ckc, G r-rv-t- LL Contact: Daphne Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: El Building El Plumbing C1 Electrical El Mechanical 11 Life Safety 13 Waste Water Department El Utilities 11 Waste Water 0 Planning 0 Engineering 0 Fire Prevention El Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov 10/25/17 General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals 5F it-cl-t7 K RECORD COPY SpeN--Ic5Itly Structure3l Englneering CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, In 10200 Eastport Road Jacksonville, FL 32218 mJ\\- p1NG 877) 358-7663 SP FORo for EPAR Florida Product Approval FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: .Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 s.nc. [lecvodc Sia1 rw tlacnorocsuCmlrhi EN No 31242 Q,'•• STATE OF i'•.FCORID P`.•' 7 SS/ONA`-' \\O\ i1111111\\ rj DighaBy Signed by: lames l Buckner, P.E. CBUCK, Inc. 1 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: ( 561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Page Report No.: 2 of MM2 StORV ER_14insring Specialty eStructuralEnginpring CBUCK, Inc. Certificate of Authorization #t8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 rl Report NO.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 n n rin Report No.: 15-104-MM2-StORV-ER_14NPage4of7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: by Manufacturer): Material Type 1: Thickness: Yield Strength: Corrosion Resistance Nominal Dimensions: Width: Height: Lengths: Fastener(s): Base Fastener: Purpose: Type: Size : Corrosion Resistance: Standard: Alternate Fastener: Purpose: Type: Size : Corrosion Resistance Standard: Roof Cement: Type: Application Size Standard: MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2',4',6',8' and 10' Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11 gauge x 1-1/2" Per FBC Section 1506.5 Per ASTM F 1667 Attaches Ridge Vent Base Flange to Deck Hex -Head Wood Screw 10 x 1-1/2" (min.) Per FBC Section 1506.6 and 1507.4.4 Per ANSI/ASME B18.6.4 Asbestos -free asphalt based roof cement w/ SBS rubber 1/4" thick minimum Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 R Report No.: 15-104-MM2-StORV-ER_14 0 Page 5 of 7 Speacialtly Structural EnginPPrinq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air .Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CEBUCKEngineering Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 Specialty Structural EnginPPring CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2 Steel Off Ridge Vent Attached to Wood Deck Profile Drawings 5-1/2" y2„ 4 1/2 in. 2-1 /8"18-1 /4" 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) in._ FL #: FL 16568.1 R1 AN Date: 2 / 26 / 15 n ring Page Report NO•' 7 of 7 MM2 StORV ER_14 Sppclalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. Wbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e dap\ e 6 Ft. 8 Ft. \e 10 Ft. ° Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Ridge Vent Assembly Isometric View (Not To Scale) FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: 'T HP-13 2 q_5__ Builder Name: Street: ( 2- 1c *yLy '" Permit Office: City, State, Zip: jG+ / L/ 37—' Permit Number: Design Location: l Jurisdiction: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: 5> FLOW: I SZ S Leakage Characteristics CFM (50): ACH(50): k.k3 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.,- —;z.-- o SIGNATURE: °'°° PRINTED NAME: ` N 3 02"q -57F6 DATE: 1? i / 2 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: 2' /190 g Florida Building Code Duct Leakage Results Builder: y I—Neighborhood: 2rv, j olc Lot #: zg Address: 2 tit.®GI U-r•.L City: Ste^ State: Et- Permit #: Square Footage: Z 3 9 Stage of Construction for Test Rough in with Air Handler 1-1 Rough in no Air Handler Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: % System CFM25 Square Foota e Duct Leakage CFM/100s ft. Location Pass or Fail 2r3 z 1;- Y/SS 2 3 4 5 EE"'P a S S Fail Rating Company: SkyeTec° Inspection Date: 1Zz ( - Rater Name:12 Rater Signature: 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 1 1.866.SKYETEC www.SkyeTec.com DESCRIPTION AS FURNISHED: Lot 295, THORNBROOKE RHASE P, 'as recorded in Plat Book 81, Pages 70 " thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: E,dmundo LaTorre and Angie D. LaTorre; Inspired Title Services, LLC; First American Title Insurance Company; Taylor .Morrison Horne Funding LOT 300 I I I N 00010' 44" W I REC. I.R. I.R. 40. 00' RECNONOI.D..D I.D. rr0A dry 0 R• Dc• LOT 295 26.80' 34.80' 3.5'x3.5' AC PAD 16.0 COV'D. 4 CONC. DO 5.00' 30,0' 5.00' W O O o TWO STORY O OO e C j K RESIDENCE F.F.=24.70' d O LOT 296 00 00 ^ LOT 294 5.00' 5.0' S2: COV'D. O1 BRICK of BRICK WALK 21.3' 5.00' 16, BRICK[— DR. 25.20 25.20' 2 N&D ON10' UTIL. ESMT. ON75.03'( P SET 5' CONC. WgLK SET N&D 4596 4sss — -- B,B.) S 00010' 44„ E 40.00' ON LOT AREA CALCULATIONS: LOT = 4,800 SQ.FT. 0 0 LIVING = 1,157 SQ.FT GARAGE = 451 SQ. FT. ENTRY = 74 SQ.FT. LANAI = 128 SO. FT. ROCKY GROVE LANE DRVEWAA 403 SO, r 50' R/W) TRACT I AIC PAD = 9 SO Fr WALKWAY = 73 SOFI. UTILITY & ACCESS R/W IMPERVIOUS= 47.8 % 2,294 SQ.FT. SOD 2 506SQ.FT. 0" P/ OFF LOT AREA CALCULATIONS:R/ W 440 SQ.FI.PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 SQ.F7". PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SOFT. V PROPOSED DRAINAGE FLOW FRONT = 25' SOD 730 SOFT. LOT GRADING TYPE A * REAR = 15' TOTAL AREAS: 5, 240 SOFT PROPOSEDINFORMATIONSHOWNAREA = PROPOSED F.F. PER PLANS = 24.7' A SIDE = 5.0' BASED ON SUPPLIED' PLAN DRIVEWAY = 513 SO. FL SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 273 SO, FT. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT(NOT FIELD VERIFIED) SOD -- 2,636 SOFT. CRUSL' YVWYLTR-,S'COTT & ASSOC, INC. - LAND SURVEYORS, LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT - EI.L. POINT ON LINE F = FIELD TYP, TYPICAL NOTES: LP. IRON PIPE PR.C. • POINT. OF REVERSE CURVATURE 1, THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH' BY THE FLORIDA BOARD OF LR. • IRON ROD PCC. POINT OF COMPOUND CURVATURE PROFESSIONAL. SURVEYORS. AND .MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINMPATNE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C. M. CONCRETE MONUMENT RAD, RADIAL SET LR. • i/2' I.R. dMLB 4596 NR, MOM -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR. COPIES ARE NOT VALID, J, THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS - REC.. RECOVERED WP. • WITNESS POINT P. O.H. POINT OF BEGINNING CALL • CALCULATED PA. C. POINT COMMENCEMENT PRJ4 • PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. - CENTERLINE FF. !FINISHED FLOOR ELEVATION LI5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED 70 AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY - N6D = NAIL t DISK BSL BUILDING SETBACK LINE - SIM BENCHMARK 8. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/ W RIGHT-OF-WAY H9. + BASE HEARING 7, BEARINGS, ARE BASED^ASSUMED M7UM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESI. EASEMENT DRAIN • . DRAINAGE 8. ELEVATIONS, IF SHOWN,. ARE BASED- ON"NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY CLFC. • CHAIN LINK FENCE 9. CMnCATE OF AUTHORIZATION No. 4596.' VD. FC. VOOD FENCE C/ B CONCRETE BLOCK SCALE t— 1' + 2O' DRAWN BY ••• P. I C. PONT" OF CURVATURE P, T, - •.PONT OF TANGENCY CERTIFIED BY: DATE ORDER N0. DESC, • DESCRIPTION R RADIUS L • ARC LENGTH PLOT PLAN 03-10-171064-17 D = DELTA REVISED PLOT PLAN .05-31-2017 C.B. - CHORD BEARING FORMBOARD FOUNDATION/ELEVS. 08-01-17 3127-17 NORTH FINAL/ ELEVS. 12-08-17 5409-17 K THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN THE-ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' T GRUSEN R, R.L.S. 4714 " ZONE "X' MAP / 12117C 0055 F JA W. SCOTT, R.L:S I/ 4801 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION fan Application No: 1'7-1g DCc Documented Construction Value: S Flistoric District: Yes No 0 Job Address: - Residential„Q" tommerci'd Parcel ID: atioo Re Type of work: Ne wtJ Addition Alter Demo Change of Use Move Description of Work: Title:_ Plan Review Contact Person: Phone: — Fax: Email: Phone: Property Owner Information Phone: Name Resident of property? Street: r-. t-. c.n tc- Contractor Information Phone: 8/3 Name fi7ls7 < S77i rLF Fax: Street:. / D" 4Y-DO f P f'in/ Dta5yU8 Ta G/ 2 State License No;: City, State Zip I I Architect/ Engineer Information Phone: Name: Fax: Street: E- mail: - City, St, Zip: Bonding - - - - Mortgage Lender: Company: - Address: Address: - - WARNING TO OWNER: YOUR FAILURF, TO RECORD A NOTICE OF COMMENCEMENT, MAY RESULT IN YOUR PAYING TWICE FOR RECORDED AND POSTED ON 7ilE JJOB SROVEMENTS ITEBEFOREBEFOAEYOUROTHGIRSTINPMMENCENIENTMUSTBE ECTION. IFCE OF YOUIN 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 g caonsonhas commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating we construction co this jurisdiction. I understand that a: separate permit must be secured for electrical work, Plumbing, signs,Its, pools, furnaces, boilers, kenters, tanks, and alr conditioners, etc. FBC 105. 3 Shall be inscribed with the date of application and the eodo in IBaI as of that date: 5,h Edition (2014) Florida Building Code Pamit Application w addition to the ayuircmenrs of this permit, there may be additional res ifrtoome Ipl lgovelrnmcmtal em esysuch as wyaer _ pT(CL: Ir eudditional-permits ayane r+ r u d i the public records of this count fed rel sere may b aanagement disv;c¢, state agrncies, or ge"Ces_ - fthe requi amen¢ ofFlorid, Lien Law, p'sns. erifica n that I will notify d+c ofthe Property n r 4cceptanee of Pcrmir is v ri" owner mil subminal. A ropy of tl+e executed rofr o+s re rri-L - - The City of Sanford requires payment of a plan review fcee et the time of per it ¢issued, in' _ order to calculate a plan review charge and will be a nsidered the estimated conswetion value of the job a[ [he time of subminal. Vnluanon.Table in effec[ e[ the time elPonsvucdon value, tChe aclvnl cwith lotal ordinance'I Sheud ealMated chahgc ufgv td off the executed wntrsct exceed the ac , rordance peon e ed'a wdl be applied to your permit fees when the t. s ssnedr be do eR¢ complance vith all appl cable laws rag laung construction an accn age and that all work will B ma dcp Agent - Detc sign.mre ar wm«cgatt D . Print Cnnvsctor/A4cn'i /s NamesPrintowner/Agrnis Name I j A 31 yI /Frgpay l`'/. ull Wte Si etuR+pY,fL tN'-Sm¢JUIItA'K OtCilalr 'Dart. si®,aa,e ofN"rerrsmrc.ar flot;a. Comml55lontGG151707Ocrobu15,2021 Wflow Nl4 Contractor/Agent is Pe Banally KnowntaNl6' Owner/Agent is _ Personally Known to Me or - - Produoed tD Typ Produced ID _,TYPcof ID - BELOW IS FOR OFFICE USE ONLY Permits Required: Building[] Electrical Mechanical PlumbingO Gas[]Roof[] Flood Zone: Occupancy Use: -- Construction Typei #.of Stories: FCotBldg Min.. Occupancy Load: T.otaj Sq # Of F'utures . Plumhibg;' - Nrew Constructj-a: Electric - K of Ampsy—.— Fire Alarm Permit: Yes Q No Fire Sprinkler Permit: Yes[] No # of Heads UTILITIES: WASTE WATER: APPROVALS: ZONING: BUILDFNG:_— FIRE: -- ENGINEERING:. t COMMENTS: _ Perms ApPlieation 7 CONTRACT AGREEMENT Y PAGE 1 of IDATEt/262017' JOB NAME: THORNFBROOK ELECTRICAL CONTRACT PRICINGPaovcaaTYowvaoaxJsAceNT: Do : FAMILY ELaL:.ALL ELECTRIC TAYLOR MORRISON HOMES-Ty'PE: SINGLE DD S: III N. CATTLEMAN RD 5TE I" MSR I T: ORLANDO FL Ir : SARASOTA STATE: FL coUNrY: SANFORDBIA_TE: I. WIRING PER 2011 NEC PERMITTING FEES ARE NOT INCLUDED TEMPORARY PRICINGIII. v SUBJECT TO CHANGE WITHOUT RESERVATION sa PRICING' NAME AMPS R BIRCH 150A 1,538 $ 4,750.00 not rNr.TnN '-A 2,585 $ 6,835.00 DAPHENE II 200A 2,598 $ 6,955.00 MANCHESTER II ISOA 2,138 $ 6,955.00 REDWOOD 150A 1,557 $ 4,950.00 WILLOW 150A 2,OS8 $ 5,835.00 DATE: - CONTRACTOR/OWNER:' DATE: // D 7 EDMONSON ELECTRIC: FL 33613 • Phone:(813)910-3403 • Faz (8_i Syl9'0-8546 • www.EdmonsonElectric.com Tay I o r M o r r i s o n Taylor Morrison, Orlando Division 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 Toll Free: 866.520.3703 or Local: 407 629 0077 11/30/2017 To whom it may concern, The purpose of this letter is to notify the City of Sanford that Taylor Morrison has ended its relationship with Miller Electric. The following homes we request the existing electrical permit issued to Miller electric be transferred to Edmonson Electric. They will complete the remaining work needed to comply with all applicable codes. The homes listed below need to be trimmed and final inspections called. We appreciate the City's assistance in expediting this change. Please call me with any questions regarding this transfer. Lot 241: 250 Merry Brook Cir 17-1082 Lot 242: 254 Merry Brook Cir 17-1083 Lot 243: 258 Merry Brook Cir 17-1084 Lot 244: 262 Merry Brook Cir 17-1085 Lot 245: 266 Merry Brook Cir 17-1086 Lot 246: 270 Merry Brook Cir 17-1087 Lot 247: 274 Merry Brook Cir 17-1088 Lot 248: 278 Merry Brook Cir 17-1089 Lot 85: 455 Rocky Grove Lane 17-1885 Lot 86: 451 Rocky Grove lane 17-1887 Lot 94: 407 Rocky Grove Lane 17-1943 Lot 289: 436 Rocky Grove Lane 17-1886 Lot 294: 416 Rocky Grove Lane 17-1907 Lot 295: 412 Rocky Grove Lane 17-1906 Lot 296: 408 Rocky Grove Lane 17-1888 Respectfully, Sean Cowdery Area Construction Manager Taylor Morrison 321-436-4487 Ldylor morNsR laylorMornson. www.taylormorrisoii.com r. FOEIVE, y DEC I 1 20V f4 8Y: Application No: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION l - 3tP(s Documented Construction Value: $ 871.00 Job Address: 412 Rocky Grove Lane Sanford FL 32771 Historic District: Yes No Parcel ID: 21-19-30-510-0000-2950 Residential 0 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move 1 SCREEN INSEgT AT :EA: LANAI Plan Review Contact Person: Emily Silva Title: Screen Manager Phone: 407-363-9800 Fax: 407-985-2815 Email: emily.silvertrendAgmamail.com Property Owner Information Name Taylor Morrison Phone: 407-629-0077 Street: 2600 Lake Lucien Drive suite 350 Resident of property? : No City, State Zip: Maitland, FL 32751 Contractor Information Name _Silver Trend, Inc. / Jose Julio Da Silva Phone: 407-363-9800 X 1 Street: 1710 Premaer R•407-985-2815 City, State Zip: Orlando, FL 32809 State License No.: SCC131149963 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. 00.J FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 % 0 Permit Application g NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. AW% 1 1 2P III S re o ner/Agent Date Jose Julio Da Silva Print Owner/Agent's Name 17111 j I Date MARYSSOL FAQUiNI LIE MY COMMISSICN # FF 907001 EXPIRES: August 5, 2019 Bonded Thru Notary Public Underwriters Id. ature ontractor/Agent Date Jose Julio Da Silva Print Contractor/Agent's Name ature MARYSSOL FAQUiNI LIE R MY COMMISSION # FF 907001 EXPIRES: August 5, 2019 Bonded Thru Notary Public Underwriters Owner/Agent is VPersonally Known to Me or Contractor/Agent is V Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: fZ 16 111 UTILITIES: ENGINEERING: COMMENTS: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: fiet2' Zo -t 1 Revised: June 30, 2015 Permit Application 12/4/2017 SCPA Parcel View: 21-19-30-510-0000-2950 Property Record Card DaWd J3110M, CFA Parcel: 21-19-30-510-0000-2950 PAN ff9 R Owner: TAYLOR MORRISON OF FL INC A Property Address: 412 ROCKY GROVE LN SANFORD, FL 32771 Parcel Information Parcel 21-19-30-510-0000-2950 Owner TAYLOR MORRISON OF FL INC Property Address Mailing Subdivision Name 412 ROCKY GROVE LN SANFORD, FL32771 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 THORNBROOKE PHASE 4 Tax District Sl-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 295 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Value Summary 2018 Working 2017 Certified Values Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 26,050 Land Value Ag Just/Market Value 26,050 26,050 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 24,241 12,784 P&G Adj 0 0 Assessed Value 1,809 13,266 Tax Amount without SOH: $336.57 2017 Tax Bill Amount $336.57 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 1,809 0 1,809 Schools 26,050 0 26,050 City Sanford 1,809 0 1,809 SJWM(Saint Johns Water Management) 1,809 0 1,809 County Bonds 1,809 0 1,809 Sales Description Date Book_ Page Amount Qualified Vac/Imp No Sales Find Comparable Sales Land Method TFrontage Depth Units Units Price Land Value LOT OT $26,050.00 $26,050 Building Information Permits Permit # Description Agency I Amount CO Date Permit Date http:// parceidetaiI.scpafl.org/ParcelDetailInfo.aspx?PID=211 93051000002950 1/2 NOTES: 1. ALL OPEN AREA'S ARE TO BE COVERED WITH SCREEN 2. DOOR LOCATION MAY VARY REF. VIEW(NO SCALE) PP 0 V 10 x 3/4" AT 12" O.C. 16" X .024 KI( W U Q J d mO z W 0 u c, R d 0 r--Qw Nw 1x2m0zWCc: zmop00 a-<zozaW—a-- wQwLU m w W= 2 CC 2 J Q U 0¢ 1—cc0 0 Q' 0 . wZ 0 X D U Q W F•- X i - o_o WrJHQ0~ 7 m03¢ nLLwm wwom— omo ow> W J ccz 2x3 LL a) a o[n`1Ci fl cr5 1 x2 M w 0 Q fl w¢ in 1'-4" 13'-4" w M: , uj 5 z n'LU 2a:55 16'-0" a, REAR ELEVATION 2"x2" GIRT R K LC` 1 OLL FORM r ICK PLATE TRIM lD le z t] 6- Q r 4 O x 2" OPEN BACK ASE PLATE TYP. 8'-0" ELEVATION A R 2x3 1 x2 c f . 4.1 00 1'-4" 11 6" KICK PLATE TYP. 1x2 1x21x22 2x2 DJ 1 14' x O 0 0O 0 co 0 00 d X Of O X N 0 N d 2x2 2x2 a 1x2 1x2 d 6" KICK PLATE TY 1'-4" 1 6'-8" 8'-0" ELEVATION B ui 0ui H 4ZC NEczzaU) wNF J N 0U m d z 0 v n y Q O Y 2cc0 EN LJL Z p U 0 _ 0 2H04 Cr a OJ Fa- fnMo 0 N2 N E W JOclLL V AO o O to t Q oCcp Nf, mm o ° E d w E IE LL c od m Uo E w c0 o E o c Ln E Q s o r 3 -o w o c 2 c m M io c ao:° EU 0 0) M U C ' K.? C 3 LL @m 0 c -0o c m .c o aO@ N L U a N Q Sheet or DESCRIPTION AS FURNISHED: Lot 295, THORNBROOKE PHASE 4, as recorded in Plat Book **, Pages thru **, Public Records of Seminole County, Florida. (UNRECORDED) PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 300 I N 00010'44" W I I 40.00' AIR 1-7 3UIS 11'E IZ . LOT 295 26.80' ZONING oscreevx Qk l $ 3.0'x3.O' 16.0, i j AC DO `j o LANAI 5.00' 3O0' 5.00' w O O 14 O O o n2 PROPOSED RESIDENCE LOT 296 MANCHESTER - A 2 CAR GARAGE RIGHT O A Co LOT 294 C 5.00, 75.03' PC) q PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS U PROPOSED DRAINAGE FLOW LOT GRADING TYPE A » PROPOSED F.F. PER PLANS = 24.7' PROPOSED GRADE PER CONSTRUCTION PLAN ++" 21.3 5.00, 16' DRIVE 25.20' 25,20' 10UTIL. ESMT. Jo 5' CONC. WALK 3' 1 FLARES B. B.)S 00010'44 E 40. 00' ROCKY GROVE LANE 50' RIW) TRACT I UTILITY & ACCESS R/W LQ1 4,800 SQ.FT. LIVING 1,157 SOFT. GARAGE 451 SQ.FT. ENTRY 74 SOFT. LANAI 128 SO.FT. BREEZEWAY - N/A SQ.FT. DRIVEWAY 403 SQ.FT. A/ C PAD 9 SQ.FT. WALKWAY 73 SQ.FT. IMPERVIOUS- 47.8 x 2, 294 SQ.FT. SOD 2 A, MS SOFT R/ W 440 SOFT. APRON 110 SQ.FT. BUILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK 200 SO.Fr. FRONT - 25' REAR = . 0' SIDE = 5.0' SIDE CORNER = 10' NOT A SURVEY) PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN AND/ OR INSTRUCTIONS PER 130 SQ.FT. IUI AREA = 5,240 DRNEWAY 513 SIDEWALK = 273 SQ. FT. SO. Fr. SQ. F7 CLIENT NOT FIELD VERIFIED SOD 2.6.36 SO. FT. GRUS)_' NjLIL'_rTR—SCOTT do ASSOC, INC. _ LAND SURVEYORS LEGEND LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 PFPUTFIELDP.OL- TYP. POINT ON LINE TYPICAL NOTES: I. P. WON PIPE PAL POINT 6 REVERSE CURVATURE 1. THE DOES HEREBY CERIBY TINT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH HY THE FLONVA BOARD or U L CRDKN ROD CONCRETEMON MENT P.C.C. PADPOINT i! COMPOUND CURVATURE RADNL FROFESADNAL SUITHD S AND WPPERS W CHAPTER W-17 FLORIDA AOHWA7RLTW CODE PURSUANT TO SE TION 47 .=. FLORIDA STATUES LR. IU 1596 AL Z UNLESS EMBOSSED WTIH SURVEYOR'S SIGNATURE AND ORR0044 RAISED SEA. THUS SURVEY MAP OR COPES ARE NOT VAUDSET . REC. RECOVERED WITNESS POINT J. i1N4S SURVEY WAS PREPARED FROM IEEE O/FORMUION FURNISHED 70 THE SURVEYOR. THERE TINY K OTHER RLS/IN1C110/A PDd POINT O' BEGINNING CALL CALCULATED CR FA.SEMENIS THAT AFFECT THIS PROPERTY. PDL POINT OF COMMENCEMENT PAR PERMANENT REFERENCE MO UNENT 4 1N NOvNDGwODBRRDVE11ENrs HOE BEDI LOCATED UNLESS OTHERWISE SHOWN. I CENTERLINE FF. FINISHED FLOOR ELEVATION ADO SURVEY IS PREPARED FOR THE SOLE OPUIT OF DR)SE CER IM TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENHTY. D HAIL E DISK DSL BUILDING SETRMX LIFE BENCHMARK OROSIONS SHOWN FOR THE LOCATION OF WPROVEWENTS MMEDN SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UNES. R/WESMT. EA SDIO fvAr BBB, 7. BFARBJGS. ARE 84WD ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (8.8.) DRAIN. DRAINAGE a EIEVATIDN$ R SHOWN. ARE BATED ON NATKTNAL DEOOETTC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL UTILITY 9. CERTIFICATE OF AUTHORIZATION No. Q598. CLFC. CHNTN LINK FENCE VDFG C/ D PL WOODFENCE COMM POINT ( TLURVATIR£ SLOCK SCALEI 1- - 207, DRAWN BY., •• P.T. IEsc PINTOF TANGENCY DESCRIDNIPT wr ORDER No. CERTIFlED BY _ RADIUS ARC LENGTHPLOTPLAN 03-10-17 7064-17 p DELTA C GB. CHORDCHORD BEARINGNORTH THIS SURDING/ PROPERTY DOES.NOT UE WITHIN THE ESTABLISHED 100 YW FLOOD PLANE AS PER -FIRM- GRUSE EYER. R.L.S. j 4714 ZONE -X' MAP I 12117C 0055 F. W. SCOTT, R.LS j 4807 N AAF GU/DE TO ALUM/NUM CONSTRUCT/ON /N HIGH WIND AREAS Chapter 3/Screen Walls & Balconies AAF Guide as Referenced by: F.B.C. B 2002.4.1 & Homeowner: Taylor Morrison Designer: Alexander Medina F.B.C. R 301.2.1.1.1 Site Address: 412 Rocky Grove Ln. Sanford, FI.32771 Ultimate Wind Speed 140 mph Builder: Silver Trend Inc Date: 12 / 11 / 2017 Overall Dimensions: Length: 8-0 ( ft) Width 16'-0" ( ft) Structure is attaching to: conc block Height @ Attachment: a'_2.. g (ft) Attaching to: Concrete Lumber Other. Overall Height 8'_4.. (ft) Walls Supporting Guard Rai/ A) Select Girt : (Table 301_page ) Load Width: Span Select B) Select Column: (Table 302_ page ) Load Width: Span Select Wails Not Supporting Roof or Guard Rai/ A) Select Girt : (Table 302_page ) Load Width: 6'-8.. Span 7'-0" Select 2x3 B) Select Column: (Table 302_page ) Load Width: s'-$.. Span 8'_2.. Select 2x4 Nominal Wind Speed mph Exposure: B C D aO O JU- W Chapter 3 - Screened Walls & Balconies- Exposure B Z Allowable Spans for Posts in Screen Walls NDt Supporting Roofs; AND, O a Abbwab Ae Spans for farts inScreen WaAs Abt Supporting Ran 7g1Qjards For Girts Supporting Railing/Guards use Table Table 302c 301) U smeNriAL OR COMMERCIAL] For Wind Zone 130 mph Exposure Category B ZA For Screen Mesh: 18/14 Windload Desi n Pressure: 12.1 Alloy: 6005T5 6061T6 Post Spacing/Loa Width M Extrusion / Section 4' - 0" 2X2X. 046" Hollow 6'-11-(1) 4' - 6" 6'- S"(1) 5' - 0" 6'- 6-(1) 5' 6" 6' 0" 6' - 6" T - 0" T - 6" 8' - 0" 3XZX. U50 Hollow • 7'-6"(1) 7'-0"(1) 6-8"(1) 6'- 3'(1) 6- 4"(1) 5'- 11"(1) 6'- 1"(1) 5'- 8'(1) 5'-5"(1) S'-3"(1) 5'-1-(1) w 2X2X.046" Self -Mating Snap T-7"(1) 7'-3"(1) T-0"(1) 6'-10"(1) 6' 7"(1} 6'-5^(1) 6'-3"(1) 6'-0"(1) 0 2X3X. 050" Hollow 9' 6"(1) 2X3X. 046" Self -Mating Snap 10'-4"(1) 912"( 1) 8'-10-(1) 8'-6"(1) 8' 1"(1) 7-10"(1) T-6"(1) 7-3-(1) 7'-0"(1) p 2X4X.050" Hollow 12'-1"(1) 9'- 11"(1) 11'- 5"(1) 9'- 7"(1) 9'-4"(1) 9' 1"(1) 8' 10''(1) 8' 7"(1) S'-3"(1) 8'-0"(1) Ln 2X4X.050" Self -Mating Snap 13'-1"(1) 1277'(1) 12'-1"(1) 11' 7"(1) 11' 9' 6"(1) 10'- 7-(1) 9'- 2"(1) 10'- 3"(1) 8' 10"(1) 8'-T'(.1) a 2X4 Self Mating Beam 91-10"(1) 9'-4-(1) 8'-it"(1) 8'-7"(1) 2X5 Self -Mating Beam IT-10"(1) 2X6 Self -Mating Beam 13'- 1'(1) 12'-5"(1) 11' 10"(1) 11'-4"(1) 10' 10"(1) 10' 6"(1) 10' i"(1) 9' 10"(1) L 15'-6"(1) 2X7 Self -Mating Beam 1T-7"(1) 14- 7-(1) 16% 7"(1) IT- 10'(1) IT- 8"(1) 13'- 3-(1) 14'- 11"(1) 12'- 8"(1) 12'-2'(1) 11'-9"(1) 2X8 Self -Mating Beam 28'-3"(2) 2T-2"(2) 26'-3"(2) 2S'-5"(2) 14+- 4"(2) 24'- 8"(2) 13'- 9"(2) 23'- 10"(2) 13', 3"(2) 22'- 11"(2) 12' 10"(2) 2T- 2"(2) 12' S"(2) The number in parenthesis denotes load condition for walls not supporting railing. 21'- 5"(2) For walls with railing the default is load condition 2 Allowable Spans for Posts in Screen Walls Not Supporting Roofs; AND, Table trAdbwabSpansforGutsinScreenWagsAbtSupportingRa'BV16Lards For Girts Suppordrig Railing/Guards use Table 302d 301) 2 IAL OR COM RESMEMCOMMERCIAL] I For Wind Zone 140 mph Exposure Category B q d ForScreen Mesh: 18/14 Windload Design Pressure: 14.3 Alloy: 6005T5 6061T6 Post S acin load Width Loc Rrusion / Section 4' - 0" 4' - 6" 5' - 0" 5' - 6" 6' 0" 6' - 6" T - 0" 7' - 6" 8' -0. O 2X2X. 046" Hollow 6' 7"(1) 6' 4"(1) 6'-1"(1) 5'-9"(1) 5'-6"(1) 5'-4'(1) 5' 1"(1) 4'-11"(1) 4'-9"(1) 3 3X2X. 050 Hollow' 6'-10"(1) 2XZX.046" Self -Mating Snap T-2"(1) 6'-6"( 1) 6'-2'(1) 5'-10"(1) 5'-7'(1) 5'-5-(1) S' 2"(1) 5' 0"(1) 4'-10"(1) 2X3X.050" Hollow 6'-11"( 1) 6'-8"(1) 8'-2"( 1) 6'-5"( 1) 6'-2-(1) 51-11"(1) 5'-9"(i) 2X3X.046' Self Mating snap 9' 9"(1) 9' S''(1) 9'-1"(1) 7'-9"( 1), 8' SO"( 1) 7'-5"( 1) 8'-6"( 1) 7'-2"( 1) 8%2"( 1) 6'-•11"( 1) 6'-8"(1) 6'-5LU "(1) 02X4K, 050" Hollow 11'. 1"{1) 10'-6"(1) T-10"( 1) 8'-5".( 1) T-7"( 1) 8' 1"( 1) T-4"( 1) T-10''( 1) a Uj2X4X. 050" Self-Mating Snap 12'-5"(1) 11'-9"(1) 11' 1"(1) 10'-7-(1) 19-2"(1) 9'-9"(1) 9' S"(1) 9' 1"(1) 8' 10'(2) 2X4 Self -Mating Beam SO' 1"(1) 9'-6"(1) 9'-0"(1) 8'-7(1) 8'-3"(1) T-11"(1) T-7"(1) T 4"(1) 7--2^(1) m 2X5Self -Mating Beam IT-9-(I) 11'-11"(1) 11'-5"(1) 10'-10"(1) 10'-5"(1) O 2X6 Self - Mating Beam 14'-3"(1) IT-5"(1) 12'-911(1) 12'-2"(1) 11'-8"(1) 11'-2"(2) 10'-9"(2) 10'-5"(2) 10' 1"(2) Z 2X7Self- Mating Beam 16'-1"(1) 15' 2"(1) 14'-5"(2) 13'-9"(2) 13'-2"(2) 12'.8"(2) 12'-2"(2) 11'-9"(2) 11'-5"(2) 0 2X8 Self Mating Beam 26' 8"(2) 25' 8"(2) 24'-9"(2) 23' 9"(2) 22' 9"(2) 21'-10"(2) 21'-1"(2) 20' 4"(2) 19' 8°(2) o Thenumberinparenthesisdenotesloadconditionforwallsnotsupportingrailing. For walls with railing the default is load condition 2 r a OU Page3B - 11 1 AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2010 Edition) 2.1 DCOPYRIGHT I" X 2" VERTICAL @ PERIMETER (TYPICAL) REPRODUCED r.IN,WHOLE ORIN; PART WITHOUT THE WRITTEN PERMISSION OF THE ALUMINUM ASSOCIATION OF FLORIDA SIZEVARIES POSTSPACIN REFER TO TABLE I" X 2" OB PERIMETER CHAIR RAIL (GIRT) DESIGNED USING TABLE 301 OR 304BY WIND ZONE I , OR Y VIND ZONEim", OPfIONAL I/GCKPLATE / HEIGHT VARIESKICKPf I POST/ COLUMN Lu SELECT PER TABLE 304 Ice Ln LnuiBY WIND ZONE j ui ro f D o I " I vm// Ln Y. AV SCREEN WALL ELEVATION (WITHOUT GUARDRAIL NOT SUPPORTING ROOF) Chapter 3 - Screened Walls &. Balconies tj 1 X 2 OB @ PERIMETER FER TO NOTE # 1 - THl II fl I I I II I ,1 X I" X 1/1W ANGLES 2' 48 X if2" LONG S.M.S. ICAL EACH SIDE, TOP I PICKETS MAY BE I" SQUARE ISN# S) AT 4-7/8" (Max), O.C. OR Y4" SQUARE (ISh 0) AT+$j8" (MAX) OX. (SEE I I FASTENING NOTE BELOW) Od WITH AACH LEG NOSY STRUCTURE ELEMENTS NOTE #1: USE 1/4"0 X 3" LONG LAGS.INTO WOOD HOST AND. 1/4*0 X 2Y4" LONG. CONCRETESCREWS INTO CDNCRETE.OR MASONRY CONSTRUCTION (1 EMBEDMENT TYPICAL), SPACING 24" O.C. AND WITHIN 4" OF EACH PERPENDICULAR`MEMBER CONNECTION WITH EXPOSED FASTENERS X 2 08 @ PERIMETER 1 1 REFER TO NOTE #1 - TH S $j.ET I l # 79 S,M S. FROM I S)jQE FACE OF i X Y OB I TQ SCREW SPLINES OF 1 X, B 1" EMBEDMENT MI Ifs1 1. REFER TO NOTE 1 -THIS SHE PICKETS MAY BE 1" SQUARE fSN# 5) AT 4-7194 (Max) O:C OR,' 1/i"'SQUARE (ISN# '13) AT 4 SJ8" (MAX) O.C. (SEE FASTENING NOTE BELOW) 1" X 1" GUARDRAIL PICKETS FASTENED'TOP,AND BOTTOM WJ 2 EACH #10`S MS: 1" EMBEDMENT HOST Sl'RUC7URE LEM NT NOTE #2: IN SCREEN WALLS VYITHOUT GUARDRAILS, PICKETS NOT PRESENT. ALL OTHER ATTRIBUTES OF DETAILS APPLY. CONNECTION .WITH CONCEALED FASTENERS PARTIAL ELEVATIONS / 1X2 TO 1X2 CONNECTIONS rO' PICKET FASTENING: i# 10 SMS BY 1" EMBEDMENT 3INTOPICKETSCREWSLOT($), 2 EACH END FOR 1" PICKET, 1 EACH END FOR V4" PICKET. AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2010 Edition) 2.0 10 l0Oz Chapter 3 - Screened Walls -&Balconies I X 2 OB @'PERIMETER FASTEN PER NOTE #-1 1"X I"X 1/16" ANGLES 2" LONG WITH 2- #8 X 1/2" LONG S.M.S. AT EACH LEG (TYPICAL TOP & BOTTOM) SELF -MATING HORIZONTAL (GIRT) TYPICALLY HOLLOW SECTION'W/O'GUAA PICKETS MAY BE 1^!SQUARE' ISN# 5) AT 4-7/8", (Max) O.0 OR,, 34" SQUARE (ISN# 13) AT 4-5/8"'(MAX),0.C. (SEE FASTENING NOTE BELOW) CONNECTION W/EXPOSED FASTENERS i X 2 OB @ PERIMETER FASTEN PER NOTE# 1 4 - # 10 SM.S. FROM INSIDE FACE OF'I X 2 OB INTO SCREW SPLINES OF GIRT (I- EMBEDMENT MINIMUM) SELF -MATING HORIZONTAL (GIRT). TYPICALLY HOLLOW SECTION W/O GUARDRAIL) CONNECTION W/CONCEALED FASTENERS L ELEVATIONS / 2 X 2 GIRT TO 1 >X 2 C PICKET FASTENING; #10 SMS,BY V EMBEDMENT INTO PICKET SCREW SLOT(S), 2 EACH END FOR I" PICKET, 1 EACH END FOR *4" PICKET. NOTE #2: IN:SCREEN WALLS:WTTHOUT GUARDRAILS, PICKETS NOT PRESENT. ALL OTHER ATTRIBUTES;OF DETAILS APPLY. PICKETS MAY BE I" SQUARE ISN# 5) AT 4 7/8" (Max) O.C, OR, VV SQUARE (ISN#' #3) AT +5/8" (MAX) O.C. (SEE FASTENING NOTE BELOW) INECTIONS C4 3 AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2010 Edition) 20 Chapter 3 - Screened Walls & Balconies u-10 OF -HOLLOW --I I I I I I _ SELF MATING POST GIRT OR CHAIR RAILCC CONNECTION W/ CONCEALED FASTENERS C5 PICKET FASTENING: #10.SMS BY I" EMBEDMENT INTO PICKET SCREW SLOT(S),1 EACH'. END FOR I" PICKET, I EACH END FOR -'." PICKET. AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2010 Edition) 2.0 191 Chapter 3 - Screened Walls & Balconies V X 1* X 1/16" ANGLES 2- LONG WITH 2-#8 X 1M LONG S.M.S. AT EACH LEG TYPICAL EACH SIDE — I I TOP & BOTTOM) REFER TO NOTE #1 - THIS SHEET NOTE, ,# 1: USE 3/8"' 0 X 3' LONG LAG, SCREWS INTO0 WOOD :HOST AND .3/8"OX V/4' LONG CONCRETE I X 2 OB,@ PERIMETER SCREWSINTOCONCRE, I TE. I OR , MAS , ' ONRy- I CO , NS*RUCTION I' tMBEbmtwN PI I CA 1; L SPACING Z4"O.C. AND WTTHI 4" OF; PLkkKD[COLAR MEMBER REFER TO NOTE #1 - THIS SHEET 2- 4, 10-S.M.S. FROM INSIDE FACE OF 0B - IX2INTO,SCR SCREW SPLINESOF I X 2 OB (I - EMBEDMENT MINIMUM ) REFER TO NOTE #I - THIS SHEET I X 2 08 @ PERIMETER CONNE WrTH CONCEALED- FASTENERS 0 PARTIAL ELEVATIONS / 1X2 TO IX2 CONNECTIONS C6 3 Page 3 - 9. AAF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH' WIND AREAS (2010 Edition) 2.0 Chapter 3 - Screened Walls & Balconies LL LL O 2" X 2" X 1/8" ANGLE EACH SIDE uO W/ 2 EACH 914 S.M.S. V) NOTE # 1: USE 3/8" 0 X 3" LONG LAG SCREWS INTO WOOD HOST AND 3/8'° 0 X 21/4" LONG CONCRETE z SCREWS INTO CONCRETE OR MASONRY CONSTRUCTION SELECT COLUMN AND POST END (I" EMBEDMENT TYPICAL) SPACING 24" O.C. AND WITHIN FASTENING CONDITION PER i 4" OF EACH PERPENDICULAR MEMBER TABLE 302 BY WIND ZONE _ F- LL O POST END TO HOST FASTENING C8 / o PARTIAL ELEVATION @ SCREEN FACE) 3 / w a a zw NOTE: IN SCREEN WALLS WITHOUT GUARDRAILS, PICKETS NOT PRESENT. ALL PICKETS MAY BE 1" SQUARE (ISN# 5) OTHER ATTRIBUTES OF DETAILS APPLY AT 4-718" (Max) O.C. OR, 3/4" SQUARE w ISN# 13) AT 4-5/8" (MAX) O.C. (SEE _ FASTENING NOTE BELOW) F- O ISEL4CT COLUMN AND POSTS END FA TENING CONDITION E j CeQ TABLE 302 BY WIND ZO E j X 2" X 1/8" ANGLI~ I SIDE z 2 EACH #14 S.MIs.` Ce O 0 f SCREEN i II i i O I ! 6 I I 0 CONCRETE ANC o t W/2" MIN. I I I I I I MBEDMENT (FOR L A CONDITION 1) zAOCH #10 SMS X G INTO SOLE PLATE ' ..' IX2 OB!S L PLATE v O a Ce 25001PSi m ry C©NGRE°TE ' 1/4' DIA: At?PRr3VED CONCRETE ANCHORS @ z 24" 6C: ANb VIN-FUN " bF CONNE4TIN'G o MEMBERS (2" EMBEQMEN.T TYPICAL) - o POST TO FOUNDATION FASTENING C7 CL o PARTIAL ELEVATION @ SCREEN FACE) 3/' t OV PICKET FASTENING: *10 SMS BY 1•' EMBEDMENT INTO PICKET SCREW SLOT(S), 2 EACH END FOR 1" PICKET, 1 EACH END FOR Y." PICKET. AF GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS (2010 Edition) 2.0 Page 3 - 10 REQUIRED INSPECTION SEQUENCE iBPN- 1 S' Address: i -2oV MIlIIll Max Jtns eetll®IIIlIDesa°rn tIlon Footer / Setback' Stemwall Foundation / Form Board Survey Slab / Mono Slab Pre our Lintel / Tie Beam / Fill / Down Cell Sheathing— Walls Sheathing— Roof Roof Dry In Frame Insulation Rough In Firewall Screw Pattern Drywall / Sheetrock Lath Inspection Final Solar Final Roof Final Stucco / Siding Insulation Final Final Utility Building Final Door Final Window - Final Screen.Room Final. Pool Screen Enclosure Mobile Home Building Final Pre -Demo Final Demo Final Single Family Residence Final Building (Other 1<T l linun Mpg ' ><ne c n®n IlDesernn®n Electric. Underground Footer /' Slab Steel Bond a Electric Rough T.U.G. - Pre -Power Final Electric Final Min MaX J us2ecflloh DescrllLl—Hon Plumbing Underground Plumbing Sewer Plumbing Tub Set Plumbing Final EQ%ev.Q.I Wug4' Min Max Ins ection Description Mechanical R ugh Mechanical. Final" Min Max Ims ection IfDescr! fnon Gas, Underground Gas Rough Gas Final REVISED: June 2014 Home Orders Inspections Reports Manager Order Management Sign Out Orders Receive Order Received To D° Taylor Morrison Florida - Orlando Division PePending Approval Complete Alerts Unread Notes Cancellations Reschedules Change Orders Over Shipped Orders Pending Back Charges Silver Trend, Inc. Tatiana Barroso Help Additional views View Schedule View Documents View Printable View Builder Format View Job Options EPO's Created For lob Completed Back Charges Cancelled Back Charges Detail Notes History Change Requests Options Pending Reschedules Job Address Billing Information Shipping Information Pending Change orders 412 Rocky Grove Lane Thornbrooke 40s 000295_412 Rocky Grove Lane Sanford, FL 32771 2600 Lake Lucien Drive 412 Rocky Grove Lane Additional Links Suite 350 Sanford, FL 32771 Manual order Entry Plan / Elevation / Swing: Maitland, FL 32751 Order Search 2225030C (Manchester [R] Classic) / See Start / R Contact Information: Builder Complete Contact Information: Carrie MacLeod Cleanup Subdivision / Phase: 407) 629-0077 407) 558-1610 Transmitted Orders List Thornbrooke 40s - 16612201 / Phase 0 kcarter(abtavlormorrison.com cmacleodCaltavlormorrison.com Show Jobs With Active Lot / Block: Orders 000295 / **N/A** To Do Calendar Supplier Order Information Supplier's Order Number: Task Filter: Task: This order has been rescheduled. Old Start Date: New Start Date: Note to Builder: Detail Screen Install 133415 [16612201_008342 R) 12/15/2017 12/14/2017 U CC Me on Acknowledgement Builder SKU Description CONTRACT ODLV - Screen Enclosure for Lanai A O - Indicates a Required field REM 1 Update Supplier. Info. End Date: 12/15/2017 End Date: 12/14/2017 Received UOM Unit Price Total 0 EA $1,096.00 1,096.00 Subtotal: 1,096.00 Tax: 0.00 Total: 1,096.00 Select an action -- Update. I Home I Sign Out I Copyright © 2000 Hyphen Solutions, LLC. All Rights Reserved. SID: COWebP15 httna•//wunvhvnhancnliitinncrnm/MH9Siinnlv/nrrlP.rcKlrriarnAtailacn?nrrlar°/.riFiri=lf)414R7ri7Rfiltar0/-,Farrruint0/rRFiri=Nlll1Afiltar0/riFciihrlivicinn°/ 1/1 Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: l i6-11 I hereby name and appoint: an agent of S1 I leer -7 c Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): e or All permits and applications submitted by this contractor. The specific permit 1412 application for work loc ted at: Dc cy G rove Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name:_ 70 e c7z State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Je-k ,i 70 / S6C 73 f /- `)'6 3 The foregoing instrument was acknowledged before me this o2l day of, 201 7 , by aa&.c --v' P 2 who is impersonally known to me or who has produced as identification and who did (did not) take an oath. /) Notary Seal) MARYSSOL FAQUINI LIE MY COMMISSION # FF 907001 EXPIRES: August 5, 2019 P ofa ° Bonded Thru Notary Public Underwriters Rev. 8/06/13) Signatur h Print or fype name Notary Public - State of Commission No. p / My Commission Expires: /