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2479 Waxwing Way
1 9 -C 1 0 3 COUNTY OF SEMINOLE IMPACT FEE STATEMENT 9y v(r- STATEMENT NUMBER: 17100007 DATE:• October 03, 2017 BUILDING APPLICATION #:'17-10000718 BUILDING PERMIT NUMBER: 17-10000718 I UNIT ADDRESS: WAXWIING WAY 2479 17-20-31-502-0,000-1560 I -I TRAFFIC ZONE 022 JURISDICTION SEC: TWP: RNG:' SUF: PARCEL: SUBDIVISION,:' TRACT: PLAT BOOK: PLAT,BOOK PAGE: BLOCK: LOT; OWNER NAME: 1 ADDRESS: APPLICANT NAME:'PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811. 1 11 LAND USE: WYNDHAM PRESERVE TYPE USE: 1 WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2479 WAXWING WAY / LOT 156 WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE, UNITS TYPE ROADS -ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 1ROADS -COLLECTORS N/A 705.00 Single Family Housing .00 1.000 dwl unite 00 FIRE RESCUE N/A 00 LIBRARY , CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 1 54.00 SCHOOLS CO -WIDE ORD Single Family Hou ing 5,000.00 1.000 dwl unit! PARKS N/A ' 1 5,000.00 1 00 LAW ENFORCE N/A DRAINAGE N/A 00 00 AMOUNT DUB STATEMENT g 5,759..00 jRECEIVEDBY: SIGNATURE: PLEASi , PRINT NAME) if IL 1DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND, ENSURE TIMELY PAYMENT -MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** 1 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 n SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. 1 PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR \V DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN'IMPLEMENTATION OFFICE: 1101 EAST FIRk STREET, SANFORD FL, 32771; 407'-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD'REFERENCE THE COUNTY,BUILDING,PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. a THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. 4 12 s l flllll lull Iltll lull lull illll illl Iill GRANT MALOYr'SEMINOLE COUNTY' CLERK. OF CIRCUIT COURT 6 COMPTROLLER 81( 9017 Ps 1541 (iPss) CLERK'S :'2017111091' RECORDED 11/02/201'7 02:40:21 PM RECORDING FEES $10.00 RECORDED'SY hdevore t 1 1 - THIS INSTRUMENT PREPARED BY: Name: Michelle Brana I Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 1 • - NOTICE OF COMMENCEMENT Permit Number. r Parcel ID Number. ] PV 3i- 5D- DQ>o The undersigned hereby gives notice that Improvement 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: (Legal description of the property and street address if available) 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of anew single family residence 3 OWNER,INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fea Simple Title Holder (if othIerthan owner listed above) Name: Addresa: 4: CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address. 5200 Vineland Road Suite 200 Orlando, Florida 32811 ' S. SURETY (If applicable, a copy of the payment bond Is attached): Name: "N/A Address: N/A ( Amount of Bond. N/A 6. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1MOC3J Cincinnati, OH 45227 7. • Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713. 13(1)(a)7., Florida Statutes. may Name: Phone Number. Address: S. In addition. Owner designates of to, recelve a copy of the Uenor's Notice as, provided In Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration Is 1 year,from date of recording unless a different date Is specified) 1 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 INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. AA 1 Vishaal Gupta, Executive Vice President sq" Wn W CWW or Usaaa, v .LasrasY I 0- drd Nan w4 PmAft SIQ.atorys T15,9 M .) State of 1 I 7i•at. County of u _ //r ` 4westi % Thetore8orgInstrumntwcknowledgedbeforemathis day o}• . ' by V / Who is personally known to me V'OR Nan W PK40 me" staW-M, _ who has produced Identification type of Identification produced: aasaisa CERT! F ED Q0FY s Jfkl i U+' fr r! 1 rr.scr ARUNA BALA GOEL MY COMMISSION MFF154100 EXPIRES December 14. 2018 eY ___ A -I —. -- rL7--^ 4317 t 69 1 1 BUILDING & CITY OF SANFORD FIRE PREVENTION PERMIT APPLICATION Application No: 1 I- C 9 07,3 Documented Construction Value: $ IrB— lg`--1(0$• ` Job Address: 2479 Waxwing Way, Sanford 32771 -Historic District: Yes No Parcel ID: 1.7-20-31-502-0000-1560 ( Wyndham Preserve lot/sk)esidential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkison(cbparksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Name: Eng. / Don Bolden Eng. Phone Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E-mail: Arch. 407-629-6711 Enq. 386-668-7606 Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code ev'sed June 30, 2015 ' i / 3 Permit Application P ' 1. )-% t) A - go. q 8 5 9026, 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. r The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent / / Date Vishaal Gupta J Name Date MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30. 2017 Bondod Thru Notary Public Underwdlors Owner/Agent is (,-Personally Known to Me or Produced M Type of M e" Iftm Signature of Co tractor/Agent Date Vishaal Gupta Print Contractor ent s e ign re of Notary -State of Florida Date MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod Thru Notary Public Undorwrilors Contractor gent is ersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building J( Electrical © Mechanical,© Plumbing Gas Roof Construction Type: \1Rj Occupancy Use: (L3 Flood Zone: X- 5 Total Sq Ft of Bldg: Min. Occupancy Load: 1 # of Stories: 1 i New Construction: Electric - # of Amps 1 `50 Plumbing - # of Fixtures I Ce Fire Sprinkler Permit: Yes No [ # of Heads Fire Alarm Permit; Yes No [3 APPROVALS: ZONING:JC I 1012,11n UTILITIES: ENGINEERING: VA-M l0 -q -?p('1 FIRE: _ Ok to construct single family home) COMMENTS: with, setbacks•and-impervious area shown on plan. ' S3. $% WASTE WATER: BUILDING: SC Revised: June 30, 2015 Permit Application t CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 1- 7 v Documented 'Construction Value: $ 150,537.00 Job Address: 2479 Waxwing Way, Sanford 32771 Historic District: Yes No Parcel ID: 17-20-31-502-0000-1560 ( Wyndham Preserve lot/SAesidential X Commercial Type of Work: New Z Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkison(abparksquarehomes.com Property Owner Information Name Park"Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL, 32811, Phone: 407-529-3000 Resident of property? :. No r , Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs ArchitecVEngineer Information Name: Eng' / Don Bolden Eng. Phone: Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E- mail: Arch. 407-629-6711 Eng. 386-668-7606 Mortgage Lender: Address: 3 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 herebi made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5m Edition (2014) Florida Building Code F 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. u0 ILJ(Q- 1Ui;;1_11 Signature of Owner/Agent / / Date Vishaal Gupta Print Owner/Agsrrt" s Name Date MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod Thnr Notary Public Undonwilors WM, Owner/Agent is (,-"Personally Known to Me or Produced ID Type of ID Signature of Co tractor/Agent Date Vishaal Gupta Print Contractrre—n e 42 re of Notary -State of Florida Date yX< MICHELLE PARKISON MY COMMISSION # FF 063452 yrl EXPIRES: October 30, 2017 Bondod Thru Notary Public Undorwritora Contractor gent 1s ersonally Known to Me orE Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: fib'"7 WASTE WATER: Fd-I,W BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # k'1 - ZCk23 Address: 2`-l—l l J oC'c.rC C 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 40 Roof Dr`y 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 ELECTRICAL PERMIT Min Max • Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final WUMBING PtERMIT 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 a 0 0 City of Sanford Planning and Development Services 1877=Engineering Floodplaln Management L Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property Address: 2479 waxwing way Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1560 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: 0 New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL W ONLY VPt r err ^. Flood Zone: X 'Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway E The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2923 Reviewed by: Michael Cash, CFM Date: October 9, 2017 0 1 1, 1 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Ft°;;D9 Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688 5140 Fax: 407.688.5141 This permit authorizes work to be done on the subject property or 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. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way 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 Know wm s below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address. r c e — 7 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4 Brief Description of work: Construction of new driveway for new single family residence This application is submitted by: Property Owner A_- I - A I Signature: 1112"EVIA Address: 5200 Vineland Rd Phone: (407) 529-3135 FL 32811 Fax: Print Name: Vishaal Gupta Email. mparkison@parksquarehomes com Date 0 D -x—/, 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, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the nght-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 employ- ees (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 Signature: Pre -pour Inspection by: Application No. _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: and nderstand the above statement and by signing this application I agree to its terms. Date: Z_d Special Permit Conditions: THWperrffit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Date Official Use Only Fee: Date Date: Date: Date: Ia 9 Zo17 Date: November 2015 ROW Use Driveway pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: O " 7 I hereby name and appoint David Mercer an agent of: Park Square Homes 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): t5 The specific permit and ay plication for work located Qt: 7 GCS x w , & J Street Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange 12/31 /17 The foregoing instrument was acknowledged before me this ay of DG/Yber 2010{", by Vishaal Gupta who is Xpersonally known to me or o who has produced as identification and who did (did not) take a ath. Sign ture Notary Seal) M C"Iu— L Print or type name MICHELLEPARKISON Notary Public - State of V\or. dam. MY COMMISSION # FF 063452 Commission No. 'IT--V-0cc1by5 a EXPIRES: October 30, 2017 OondodThruNolary Public UnAorwrilor, My Commission Expires: Rev. 08.12) NTH STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION I•a + J - f;f CONSTRUCTION INDUSTRY LICENSING BOARD 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 GUPTA, VISHAAL S PARK SQUARE HOMES 5200 VINELAND ROAD SUITE`200 ORLANDO FL 32811 Congratulations! With this license you become one of the nearly one million'Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better: For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly'sthve to serve'you better so that you can, serve your customers. Thank you, for doing business in Florida, and congratulations on your new license!. • 850) 487-1395 J-='STATE•OF•FLORIDA,f DEPARTMENT_OF;BUSINESS AND RI' -'PROFESSIONAL sREGULATION— " CRC1330351,, rr 'ISSUED-.-t'07/28/20164-' Y. CERTIFIED RES1,09KIA ONTRACTOR GUPTA; 1/ISHAAL'S'a*Yxf`a PARK,SQUARE-HOMES IS,CERT.IFIED;unde the -provisions of•Ch.489.,FS. Exprationdate,AUG31;2018 c.'-'_•L1607280002100-- - DETACH HERE RICK SCOTT, GOVERNOR KEN LAW! STATE,OF FLORIDA DEPARTMENT'OF BUSINESS -AND PROFESSIONAL -REGULATION CONSTRUCTION. INDUSTRY LICENSING BOARD. f CRC1330351-' + The RESIDENTIAUCONTRACTOR - Named below IS_CERTIFIED- . -- -.-- Under-tl e'provisions of Chapter•489'F_S Expirattioor date: AUG_31, 2018'-,,' r r"'..-"_... ,.,,../,.•'^"„,,..,.-.-...,,, tip,,,..• GURTA; VISHAAL S—=""f` PAR K`SQUARE:HOMES_;,,_;;; r'5200 VINELAND=ROAD'`f'w` SUITE,200- SECRETARY 1 0 ISSUED: 07/28/2016 DISPLAY AS REQUIRED BY LAW SEQ# L1607280002100 ACORO® 1 CERTIFICATE OF LIABILITY INSURANCE DATE (MMDD/YYYY) F6/l/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Brown G Brown of Florida, Inc. 2290 Lucien Way Suite 400 Maitland FL 32751 CONTACT Julie RwackNAME: PHONE FAXQO7) 660-8282 A/C No: (407)660-2012 ILADDRESS, jkwackQbborlando.com INSURERS AFFORDING COVERAGE NAIC N INSURERAVnited Specialty Insurance Co. INSURED Park Square Enterprises, LLC, DBA: Park Square Homes 5200 Vineland Road, Suite 200 Orlando FL 32 811 INSURERB:Travelers Casualty Co. 41769 INSURER CAmerisure Mutual Insurance Cc 23396 INSURER D-Navi ators Specialty Insurance INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER*CL1753111504 REVISION NUMBER! THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS ILTR TYPE OF INSURANCE A B POLICY NUMBER POLICY EFFMWDD/YYYY POLICY EXPDMMD LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE 1,000,000 A CLAIMS -MADE OCCUR PREMISESDAMAGETO NS 300,000 MED EXP (Any one person) S ExcludedATDATL17104106/1/2017 6/1/2018 PERSONAL S ADV INJURY 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER. GENERAL AGGREGATE S 2,000,000 POLICY 1 JET LOC PRODUCTS - COMP/OP AGG 2,000,000 BI / PD adn/or Personal & AdOTHER AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ee acadent 1,000,000 BODILY INJURY (Per person) B x ANY AUTOALLOWNED' SCHEDULED AUTOS AUTOS BA-8B637451-17-SF 6/1/2017 6/1/2018 BODILY INJURY (Per accident) S PBOaPcECRa iDAMAGENON -OWNED HIRED AUTOS AUTOS PIP -Basic S 10,000 UMBRELLA LIAR HOCCUR EACH OCCURRENCE 5,000,000 AGGREGATE 5,000,000AxEXCESSLIABCLAIMS -MADE BTN1743932 DELI I x I RETENTIONS 0 S6/1/2017 6/1/2018 C WORKERS COMPENSATION AND EMPLOYERS' LIABILITY YIN ANY PROPRIETOR/PARTNEWEXECUTIVE OFFICER/MEMBER EXCLUDED? Mandatory In NH) NIA WC2105269 6/1/2017 6/1/2018 B PER OTH- TAT R E.L.EACH ACCIDENT 1,000,000 E.L DISEASE - EA EMPLOYEE 1,000,000 If as, descnbe underDESCRIPTIONOFOPERATIONS below E.L DISEASE -POLICY LIMIT 1,000,000 A Excess Liability BUN1710005 6/1/2017 6/1/2018 Each Occurrence $4,000,000 4M xz of $5m Aggregate $4,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached If more space Is required) Exess Liability — $5M RS of $9M Carrier: Navigators Specialty Insurance Company Policy #: IS17EXC810641IC Effective: 6/1/2017 to 6/l/2018 Limits: Each Occurence or Event - $5,000,000 l.tK I Ir'II.H I G MULUrK 1 City of Sanford P.O. Box 1788 Sanford, FL 32772-1788 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE D'Avanzo, CPCU, CPA Jam"" /-- 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 (2014/01) . The ACORD name and logo are registered marks of ACORD INS025 ool&o1i Additional Named Insureds Other Named Insureds East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured i Park Square Dellagio, LLC Limited Liability Company, Additional Named Insured jPark Square Enterprises, Inc. Corporation, Additional Named Insured jPark Square Homes Doing Business As I OFAPPINF (02/2007) COPYRIGHT 2007, AMS SERVICES INC COMMENTS/REMARKS General Aggregate - $5,000,000 Products Completed Operations Aggregate - $5,000,000 Inland Marine Carrier: Amerisure Mutual Insurance Company Policy #: IM2105271 Effective: 6/l/2017 to 6/l/2018 Limit: Rented/Leased Equipment - $40,000 Max Limit Any One Item Deductible: 1,000 per Occurrence I OFREMARK COPYRIGHT 2000, AMS SERVICES INC. I Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 lillll IIIII IIIII IIIII IIIII IIIII IIII IIII rjRAIvT tIAL Y SEMINO; E COUNTY Ct_ERK OF CIRCUIT COURT & C-OMPTROLLER. BY. 2965 P-3: 144--157 (Vzs) C-LERK'S T 20170783li1 RE ORDED 03/03 /2017 09: 40:53 At, DEED DO: TAX. 42`,116.00 RECOnDlk FEES 835.`-0 CORDED BY hde%,Qre SPACE ABOVE THIS LINE FOR RECORDING DATA] --- SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall -not serve to reimpose same. Book8965/Page144. CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: Print Name -Scdef-sc- n Pa t"e— Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: ([a Ro ert Ttepresentativekiss rtc The foregoing instrument was acknowledged before me this 2 day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LLC, a Florida limited liability company, on behalf of said entity. He is personally known to me or he -produced n RONALD TPAM FeM ff w OOMMIS M $ FF W4W k f ova:wn+a2W Oaid a TVn Nfty PLtk adw 1x Notary Public, tate of on Seal) Book8965/Page145 CFN#2017078301 Page 2 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "A" Leval Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Page146 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 156 Milan A RHG - N Builder Name: One Stop Cooling and Heating G' Street: I 2479 Waxwing Way Permit Office: City of Sanford SANFORI) City, State, Zip: , Sanford , FL , Permit Numbe % _ 2 9 2 3 Owner: Park Square Homes Jurisdiction.91 OU p Design Location: FL, Orlando County:: Seminole (Flonda Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (1633.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1334.70 ft2 b. Frame - Wood, Adjacent R=11.0 298.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1349.0 sqft.) Insulation Area 5.' Is this a worst case? No a. Under Attic (Vented) R=30.0 1349.00 ft2 6. Conditioned floor area above grade (ft2) 1349 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(183.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 269.8 a. U-Factor. Dbl, U=0.55 105.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC SHGC=0.25 a. Central Unit 28.6 SEER:16.00 c. U-Factor: Dbl, U=0.54 14.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft2 a. Electric Heat Pump 27.8 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.335 ft. Area Weighted Average SHGC: 0.233 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1349.0 sqft.) Insulation Area EF. 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1349.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/ Floor Area: 0.136 Total Proposed Modified Loads: 44.89 PASS TotalBaselineLoads: 47.08 1 hereby certify that the plans and specifications covered by Review of the plans and THE S74 this calculation are in compliance with the Florida Energy specifications covered by this FOB Code. rDigtally calculation indicates compliance signed byLuis Morales Luis Morales' with the Florida Energy Code. nxrr ".:' "'.,"="O Date: 2017.10.0214:15:55-040o PREPARED BY: ' I Before construction is completed w DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this buil ing, as esi d, is in co iance Florida Statutes. r y COD with theFlondaEnergyCe. WE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requi s certifica on by a air handler unit manufacturer that the air handler enclosure qualifies as certified factory- seale to accordan a with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 10/2/ 2017 2:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title Building Type: Owner: of Units' Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 156 Milan A RHG - N User Park Square Homes 1 One Stop Cooling and Heatin City of Sanford 691500 Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1349 Total Stones: 1 Worst Case. No Rotate Angle 180 Cross Ventilation No Whole House Fan No Address Type. Lot # Block/SubDivision: PlatBook: Street: County- City, State, Zip: Lot Information 156 Wyndam Preserve 2479 Waxwing Way Seminole Sanford , FL , CLIMATE V Design Location TMY Site IECC Design Temp Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp 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 1349 12545.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1349 12545.7 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 143 ft 0 1349 ft' 0.29 0 0.71 ROOF V # Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel tile 1509 ft' 0 ft' Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1349 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1349 ft' 0.1 Wood 10/2/2017 2:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space R-Val, le Et In FtnrntToWallType In Area 13-Val-le Fraction Ahqnr Grade% 1 S=>N Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft' 0 0 0.8 0 2 W=>E Exterior Concrete Block - Int Insul Main 4.1 57 6 9 4 536.7 ft' 0 0 0.8 0 3 N=>S Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft' 0 0 0.8 0 4 E=>W Exterior Concrete Block - Int Insul Main 4.1 44 6 9 4 415.3 ft' 0 0 0.8 0 5 SE Garage Frame - Wood Main 11 32 0 9 4 298.7 ft' 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S=>N Insulated Main None 39 3 8 24 ft' 2 -SE Wood Main None 39 2 8 8 21.3 ft' WINDOWS Orientation shown is the entered orientation => chan ed to As Built rotated 180 degrees). Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S=>N 1 Metal Low-E Double Yes 0.54 0.25 6.0 ft' 4 ft 8 in 5 ft 8 in Drapes/blinds None 2 W=>E 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 W=>E 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 N=>S 3 Metal Low-E Double Yes 0.55 0.22 30.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 N=>S 3 Metal Low-E Double Yes 0.58 0.25 64.0 ft' 7 ft 4 in 1 ft 4 in None None 6 E=>W 4 Metal Low-E Double Yes 0.55 0.22 30.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 E=>W 4 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 1 ft 4 in Drapestblinds None GARAGE Floor Area Ceding Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 391 ft' 391 ft' 48 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1463.7 80.35 151.12 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF•9 27.8 kBtu/hr 1 sys#1 10/2/2017 2:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER- 16 28.6 kBtu/hr 858 cfm 075 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None ft' 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 6 269.8 ft Main 67.45 ft Prop. Leak Free Main cfm 40.5 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan Feb[ JuX ct Nov DecHeatng [X Jan X Feb X] Mar Apr i i X Jun ri Ju 4unAu9SepJXJVenting [Jan [ Feb X Mar Maymay Jun Jul Au Sep 1 Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/2/2017 2:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS. 2479 Waxwing Way Permit Number: Sanford , 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. 1 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 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 13 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)Ill 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 Flonda 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 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2 Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/2/2017 2-07 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. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 10/2/2017 2:07 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. ' Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the 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: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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. 10/2/2017 2:07 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 2479 Waxwing Way, Sanford, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1334.70 ft2 b. Frame - Wood, Adjacent R=11.0 298.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1349.00 ft2 6. Conditioned floor area (ft2) 1349 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.55 105.00 ft2 11. Ducts a. Sup: Attic, Ret: Main, AH. Main R ft2 6 269.8 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.54 14.00 ft2 a. Central Unit 28.6 SEER:16.00 SHGC: SHGC=0.25 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 27.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.335 ft. Area Weighted Average SHGC: 0.233 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1349.00 ft2EFa. Electric 0.9 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building gNtC SrATFConstructionthroughtheaboveenergysavingfeatureswhichwillbeinstalled (or exceeded) in this home before final ' spe ion. Otherwise, a n EPL Display Card will be completed based on installed Code com 'ant features. 1, p4 ff„ Builder Signature: te: / d a Address of New Ho' e: 7 (/t% ,' C' y/FL Zip: WE CEO Note. This is not a Building Energy Rating. If your Index 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. 10/2/2017 2.06 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Job: Lot 156 Milan ARHG -N wrightsofto Date: 10-02-2017 Entire House W LF/Ia One Stop Cooling and Heating Plan: RHG 7225 Sandscoue Court, lMnter Park. FL 32792 Phone (407) 629 -6920 Fax (407) 629- 9307 %Akb wAwOneStopCooling.00m Lioense CAC032444 For. Park Square Homes 2479 Waxwing Way, Sanford, FL Notes: Desi n Information Weather. Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 °F Inside db 68 °F Design TD 26 °F Heating Summary Structure 16208 Btuh Ducts 1590 Btuh Central vent (0 ctm) Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 17806 Btuh Method Construction quality Fireplaces Area (fFj Volume (f?) Air changes/hour Equiv. AVF (dm) Infiltration Simplified Average 0 He Coding 1350 1350 12557 12557 0.45 0.23 94 48 Summer Design Conditions Outside db 92 F Inside db 74 F Design TD 18 F Daily range M Relative humidity 50 Moisture difference 49 grAb Sensible Cooling Equipment Load Sizing Structure 15372 Btuh Ducts 3310 BtLih Central vent (0 cFm) Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Equipment sensible load 18198 Btuh Latent Cooling Equipment Load Sizing Structure 2389 Btuh Ducts 681 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3070 Btuh Equipment Total Load (Sen+Lat) 21268 Btuh Req. total capacity at 0.75 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6030H1 Cond 4TWR603OH1 AHRI ref 7562380 Coil TEM6AOB3OH21++TDR AHRI ref 7562380 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 21450 Btuh Heating output 27800 Btuh @ 47-F Latent cooling 7150 Btuh Temperature rise 0 °F Total cooling 28600 Btuh Actual airflow 0 ctrn Actual airflow 953 dm Airflowfactor 0 cfmBtuh Airflowfactor 0.051 dmBtuh Static pressure - 0.50 - in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 °F Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' RrOht-Suite®Umoersal 2017 17.028 RSU16793 2017-Oct021 Page ge1 9ACAZ; K ...Lot 156 Milan ARHG1Lot 156 Milan ARHG - N.rup Calc = M.18 Front Door faces. N wrightsoft• Right-lO Worksheet Entire House One Stop Cooling and Heating Job: Lot 156 Milan ARHG - N Date: 10-02-2017 LF/RI Pan: RHG 7225 Sandsoove Court, Writer Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web wwmOneStopCooling.com License. CAC032444 1 2 3 4 5 Room name E)posed wall Room height Room dimensions Room area Entire House 143.0 ft 9.3 ft d 1350 3 1t MBED 36.5 R 9.3 R heakool 160 x 13.0 ft 208.0 fl' Ty Construction number U-value Btuhllt'--F) Or HTM Area (ft° or perimeter (fl) Load Bhth) Area or perimeter (R) Load Bbh) Heat Cod Gross N/P/S Heat Cod Gross NiP/S Heat Cod 6 11 13A flocs --- 4A5-2om 4B5 2fm. 13A-4ocs 4B5-2fm 11DO _— cs13A-4o 4A5-2om 4B5-21m _ _ 13A-4ocs 4A5-2om 4A5-2omd 12C-Osw DO 16B-30ad 22A-tpm 0.143 0.550 0.540 0.143 0.540 0.390 0.143 0.550 0.540 0.143 0.550 0 580 0.091 0.390 0.032 1.180 rWe ne ne se se se 9N sw 9w, rrN rtw nw n ...,_ 3.73 14.35 14.09 373 1409 1018 3.73 14.35 14.09 3.73 14.35 15.14 238 10.18 084 30.80 290 22.14 23.59 2.90 1728 1227 290 21.97 22.37 2.90 22.14 27.72 1.51 1227 1.76 0.00 414 30 4 380 0 0 72 4 24 486 3 1 W 1418 431 56 270 85 244 1813 646 56 690 431 969 656 217 1128 4404 1100 664 94 209 104 294 1407 989 89 536 664 1774 416 262 121 0 0 121 0 0 451 0 0 W 350 0 0 W G 102 6 24 535 45 0 0 0 70 0 0 N 0 0 0 70 0 0 0 0 0 260 0 0 0 0 0 202 0 O D 4 279 30 64 298 21 1350 1350 185 0 0 276 21 1350 143 149 30 0 0 119 0 0 0 0 443 431 0 0 0 174 1124 v 344 664 0 0. 11 00 366C __ F,,,_,,,„ 2374 0 208 208 208 370 0 6 o)AEDexcursion 804 170 Envelope losstjarn 13514 11781 2883 2096 12 a) Infiltration b) Room ventilation 2694 0 971 0 688 0 248 0 13 Internalgarns Oocupants@ 230 Applranoesbfw 4 920 1700 2 460 0 SubtoloI (lines 6 to 13) 16208 15372 3571 2803 14 15 Less extemalload Lesstransfer Redistribution Subtotal Dudloads 10% 22% 0 0 0 16208 1598 0 0 0 15372 3312 10% 22% 0 0 0 3571 352 0 0 0 2803 604 Total room load Air required (dm) 17806 0 18684 953 3923 0 3407 174 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. 00 . 4L. wrightsoft' Right-Swte®Unnersal 2017 17.0.28 RSU16793 2017-Ott 021 Page 1Page1 Lot 156 Milan ARHG\Lot 156 Milan ARHG - N.rup Calc= MJ8 Front Boor faces N r-- wrightsoft' Right-l® Worksheet Job: Lot156 MilanARHG -N Entire House Date: 10-02-2017 Uffid One Stop Cooling and Heating Pan: RHG 7225 Sandsooue Court Writer Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web. wAwOneStopCoolmg.00m License. CAC032444 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MTOI 6.0 ft 9.3 ft heaU000l 7.0 x 6.0 tt 42.0 >t2 MBTH 0 ft 9.3 It heatbool 5.0 x 60 ft 30.0 W Ty Con&ucbon number a U-%elue Btuhr-'F) Or HTM Area (It) or perimeter (fl) Load Bbih) Area (fF) or perimeter (ft) Load Bbih) Heat Cod Gross NAPS Heat Cod Gross N)P/S Heat Cod 6 11 13A:4 r - 4AS2om 4B5-21`irn ._ 13A4= 4B5-2fm 11 DO 13A-4om - 4A5-2om 4BS2fm 13A-4ocs 4AS2om 4A5.2omd 12C-09N 11DO 16B-30ad 224Ilpm '!- 0143 0 550 0.540 0.14 0540 0.390 0.143 0.550 0.540 0.143 0.550 0.580 0.091 0.390,-n_ wrW ne ne, se se se sw sw sw., nw rnv nw 3.73 14.35 14.09 3 3.73 14.09 10.18 3 73 14.35 14.09 373 14.35 15.14 Z38 10.18 0.84 30.80 2.90 22.14 23.59 2.90 1728 1227 2.90 21.97 2237 290 2214 27.72 1.51 1227 1.76 0A0 56 0 4 Wr52 0 0 193 0 56 0 0 0 150 0 94 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ll p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G Val 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lam_(( R 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F= 0 032 Il 42 42 35 185 74 30 30 25 53 42 6 0 30 0 0 0 6 c) AED emirsion 10 1 En,., -lope los n 470 308 25 51 12 a) Infiltration b) Room tentlaton 113 0 41 0 0 0 0 0 13 Intemalgains: Oowpants@ 230 Appliancesbtler 0 0 0 0 0 0 Subtotal (Imes 6 io 13) 583 349 25 51 14 15 Less eAemal load Less transfer RedisMbubon Subtotal Dudloads 101/6 229/o 0 0 0 583 57 0 0 0 349 75 100/6 22/. 0 0 0 25 2 0 0 0 51 11 Total room load Air required (dm) 640 0 424 22 28 0 62 3 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wri htsoft- 2017-00-0214,0027 9 Right-Swte®Unnrersal 2017 17.0.28 RSU16793 Page 2 Lot 156 N lan ARHG Lot 156 AMlan ARHG - N.rup Calc = MJ8 Front Door faces N wrightsoft' Right-lO Worksheet Entire House One Stop Cooling and Heating Job: Lot 156 Milan A RHG - N Date: 10-02-2017 LF/RI P an: RHG 7225 Sandscove Court Writer Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wAwOneStopCooling.00m License CAC032444 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area M1MC 0 tt 9.3 R heat/000l 1.0 x 56.5 It 56.5 it' BED2 12.5 It 9.3 R heat/cool 1.0 x 126.5 R 126.5 il' Ty Consv=on number U-value Btuh4F--F) Or HTM Area (1t') or Perimeter (1t) Load Btuh) Area (It') or penmeter (ft) Load Btuh) Heat Cod Gross N)P/S Heat Cod Gross N)P/S Heat Cod 6 11 13A-0ocs 4A5-2om 4135 2fm _, 13A-4ocs 4B5-21im 11DO 4A5-2om 4135.2frn _ 13A-4ocs 4A5-2om 4A5.2omd 12C-09w 11 D0 16B-30ad 22A-tpm 0.143 0.550 0.540 0.143 0.540 0.390 0.143 0.550 0.540 0.143 0.550 0.580 0.091 0.390 r1e ne ne se se se 9nr sm sw_ nw rnv rtw n- 3.73 14.35 w _ 14.09 3.73 14.09 10.18 3.73 14.35 14.09 3.73 14.35 15.14 238 10.18 0.84 30.80 290 22A4 23.59 2.90 1728 1227 2.90 21.97 22.37 2.90 22.14 27.72 1.51 1227 1.76 0.00 0 0 0 0 0 0 0 0 O 0 0 O 116 15 O 101 0 O 378 215 O w,, 293 332 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VL13A-46cs-- 0 0 0 0 0 0 0 0 0 0 0 0 0-0 0 0 0 0 0 0 0 0 0 VV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i;-GCI Ij D 0 0 0 0- 0 0-0 0 0 0 C Fes, 0.032 1.180 0 57 7 0 57 47 0 99 0 127 127 0 127 13 106 385 222 0 TO 0 6 c) AED exwrs+on 3 32 Envelope losstgain 47 97 1084 815 12 a) Infiltration b) Room ventilation 0 0 0 0 235 0 85 0 13 Intamal gains. Oocupants@ 230 Appianoesti1w 0 0 o 1 230 0 Subtotal (lines6to 13) 47 97 1319 1130 14 15 Less extemalload Lessiransfer RedisMbubon Subtotal Duct loads 10%1 229/61 0 0 4 51 5 0 0 8 105 23 10% 22% 0 0 15 1334 132 0 0 31 1161 250 Total room load Air required (dm) 56 0 128 7 1466 0 1411 72 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. i tatsoft- 2017-Oct-02 14 00 27 4 wr9 Right -Suite® Universal 2017 17 028 RSU16793 Page 3 Lot 156 Milan ARHG\Lot 156 Milan ARHG - N.rup Calc= M,18 Front Door faces N wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 156 Milan A RHG - N Date: 10-02-2017 LF/RI Pan: RHG 7225 Sandsoowe Court. Writer Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooling.00m License. CAC032444 1 2 3 4 5 Room name Eked wall Room height Room chmenswns Room area 0 tit 9.3 It heaticool 35 x 50 R 17.5 fF BED3 13.0 ft 9.3 R heaUmol 1.0 x 129.3 ft 129.3 W Ty Construction number U-value BhrW--F) Or HTM BtuhAtj Area (M or perimeter (11) Load Bnrh) Area (n or perimeter (fQ Load Bhrh) Heat Cod Gross NiP/S Heat Cod Gross NAPS Heat Cod 6 11 13A 4= 4A5-2om 485 2fm 13A4= 4B5-2fm 11 D0 13A4ors-- 4A5-2om 4B5.2fm 13A4o s 4A5-2om 4A5-2omd 12C-09N 11DO- 16B-30ad 22A•tpm 0.143 0.550 0.540 0.143 0540 0 390 0.143 0 550 0.540 0.143 0.550 0.580 0.091 ne ne ne se se se sni 9N 9N. nw nw nw. n.-10.18 3.73 14.35 14.09 3.73 14.09 10.18 3.73 1435 14.09 3.73 14.35 15.14 238 0.84 30.80 290 22.14 23.59 2.90 1728 1227 2.90 21.97 22-37 2.90 22.14 27.72 i 1.51 1227 1.76 0.00 0 0 0 0 0 0 0 0 0 0 0 0 121 15 0 106 0 0 395 215 0 307 332 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LLL__!GD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 102 0 0 0 V 102 0 0 0 243 O 0 0 0 154 0 227 0 Lam_((^ R 0 0 16 8 0 0 0 0 0 0 C F- = 0.390 0.032 1.180 18 15 0 31 0 129 129 0 129 3 0 108 400000 6 c)AEDexcursion t 1 37 En elopelossIgan 15 30 1362 983 12 a) Infiltration b) Room ventlation 0 0 0 0 245 0 88 0 13 Internal gains Occupants@ 230 V Appliancesbnler 0 0 0 1 230 0 Sub%DW (lines6 b 13) 15 30 1607 1301 14 15 Les eAemal load Les transfer Redistribution Subtital Dud loads 10% 22% 0 0 15 0 0 0 0 30 0 0 10% 22% 0 0 11 1618 160 0 0 22 1324 285 Total roost load Air required (dm) 0 0 0 0 1777 0 1609 82 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2017 17.028 RSU16793 2017-Oct021 F Page4 Lot 156 Milan ARHG1L.ot 156 Milan ARHG - N.rup Calc= M,18 Front Door faces, N 9 wrightsoft" Right-l® Worksheet Job: Lot 156Milan ARHG-N Entire House Date: 10-02-2017 LF/ RI One Stop Cooling and Heating Pan: RHG 7225 Sandsoove Court, Wnter Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOneStopCooling.o m License CAC032444 1 2 3 4 5 Room name E) posed wall Room height Room dimensions Room area BTH2 0 R 9. 3 It heatbod 5. 5 x 105 ft 57. 8 t FOYNT 26. 5 R 93 ft heaVcool 1. 0 x 218.3 it 218. 3 f' Ty Construction number U- value BtuhRF-- F) Or HTM Area (1l2) or perimeter (1t) Load Btuh) Area ( ft) or perimeter (ft) Load Btuh) Heat Cod Gross NF/S Heat Cod Gross NiP/S Heat Cod 6 11 13A4ccs 4A5. 2om 4BS2fm,__ 13A4o` s 4B5- 2fm 11DO 4A5- 2om 41 5 2fm 13A- 4ocs 4A5- tom 4A5- 2omd 12C- 0m - 11DO 16B- 30ad 22A- Trn `- 0. 143 0. 550 0. 540 0. 143 0. 540 0. 390 0. 143 0. 550 0. 540 0. 143 0. 550 0. 580 0. 091 0. 390 0. 032 1. 180 ne ne ne_ se se se_ fsNsnr sw, rnr nw nw n- 3. 73 14. 35 14. 09 3. 73 14. 09 10. 18 3. 73 14. 35 14. 09 3. 73 14. 35 15. 14 238 10. 18 0. 84 30. 80 290 22. 14 23. 59 2. 90 1728 1227 290 21. 97 2237 2. 90 22. 14 27. 72 1. 51 1227 1. 76 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yv G 0 0 0 0 0 0 0 0 0 n _ y_._ _ 0 0 0 0 0 0 0 0 0 60 0 24 186 0 4 36 0 24 182 0 1 136 0 244 679 0 56 0 0 0 110 106 0 294 527 0 89 0 0 0 70 p V613A- 4ocs^- 0 0 0 0 0 0 W 0 0 0 51 0 0 0 0 51 0 0 0 0 121 0 0 0 0 77 0 0 0 0 47 0 0 0 0 47 0 1- RI '-- r-- D C Fes` 58 58 58 0 48 102 218 218 218 27 0 182 816 0 384 rv`` 0 0J"`` 0 6 c)AED excursion 5 40 Envelope loss+gain 170 174 2225 1430 12 a) Infittration b) Room ventilation 0 0 0 0 499 0 180 0 13 Internal gains Occupants@ 230 Applianoesbtw 0 0 0 0 0 1200 Subtotal pines 6 to 13) 170 174 2724 2810 14 15 Less external load Less transfer Redistribution Subtotal Dud loads 1 10% 22-/.j 0 0 5 175 17 0 0 10 183 40 10% 22% 0 0 0 2724 269 0 0 0 2810 606 Total room load Air required (cfm) 192 0 223 11 2993 0 3416 174 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightSOft` Right-Swte®Universal 2017 17.0.28 RSU16793 2017- Od-021 Page 5 Lot 156 Milan ARHGiLot 156 Milan ARHG - N.rup Calc= MJ8 Front Door faces N 9 wrightsoftj Right - Job: Lot 156 Milan A RHG - NJ® Worksheet : 10-02-2017 Entire House LF,Po One Stop Cooling and Heating Dian: RHG 7225 Sandsoove Court, Writer Park FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Vvleb vwvwOneStopCoolinq.00m License: CAC032444 1 2 3 4 5 Room name Eposed wall Room height Room dmensons Room area LDRY 8.0 It 9.3 It heattool 1.0 x 43.8 It 43.8 tt' DIN 8.5 it 9.3 it heaVwol 15.5 x 85 It 131.8 T Ty Construction number U-value BfiuhV--F) Or HTM BtuW Area (M or penmeter (tt) Load Btuh) Area (1t2) or penmeter (ft) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N)P/S Heat Cod 6 11 1344 4A5-20m 4B5;2fm 13A-4ors 4B5-2fm 11DO 4A5-2om 4135-21m 13AAocs 4A5-20m 4A5-2omd 12C-09 D0 0.143 0.550 0.540 0.143 0.540 0.390 0.143 0.550 0.540 0.143 0.550 0 580 0.091 0.390 rue ne ne, se se se 9 bw sw, nw nw rw n- 3.73 1435 14.09 3.73 14.09 10.18 3.73 14.35 14.09 3.73 14.35 15.14 238 10.18 0.84 30.80 290 2214 23.59 2.90 1728 1227 2.90 21.97 2237 2.90 22.14 27.72 1.51 1227 1.76 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V G 42 6 0 T -' 33 0 36 4 0 33 0 134 85 0 121 0 104 104 0 94 0 0 0 0 79 15 0 0 0 0 0 64 1 0 0 0 0 239 215 0 0 0 0 185 330 0 p V613A ors 0 0 0 0 98 21 44 44 0 0 0 0 76 21 44 w,,0 0 0 0 181 217 37 246 0 0 0 0 115 262 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 132 0 0 0 0 0 0 C F Z ` 11 16B-30ad 22A-tpm- 0.032 1.180 132 i r9 110 262 232 8 0 132 0 6 c) AED excursion 25 98 Envelope loss/gain 1021 780 8261 845 12 a) Infiltration b) Room vermlation 151 0 54 0 160 0 58 0 13 Intemal gains, Occupants@ 230 Appliancesbther 0 0 500 0 0 0 Sub>3talpines6b13) 1172 1335 986 902 14 1151 Less eMemalload Lesstranster Redtstnbution Subtotal Dud loads 109] 2219% 0 0 0 1172 116 0 0 0 1335 288 10% 229,16 0 0 11 997 98 0 0 22 924 199 Total room load Air required (dm) 1287 0 1622 83 1095 0 1123 57 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrigF7tSOTt' 27 Right-Swte®Universal 2017 17 028 RSU16793 2017 OrY 02 1 Page 6 Lot 156 Milan ARHGtLot 156 Milan ARHG ; N.rup Calc= MJ8 Front Door faces N g wrightsoft• Right-lO Worksheet Entire House One Stop Cooling and Heating Job: Date' n. 7225 Sandscove Court, VUnter Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOneStopCooling oom License CfC032444 Lot 156 Milan A RHG - N 10-02-2017 LF/RI RHG 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area LATH 32.0 ft 9.3 R heatbool 14.0 x 180 ft 2520 ft' 0 ft 9.3 tt heattool 1.0 x 37.0 ft 37.0 it' Ty Constru:hon number U-value BtuhgF--F) Or HTM BtuhAt') Area (M or perimeter (tl) Load Btuh) Area (1t2) or perimeter- (M Load Btuh) Heat Cod Gross N P/S Heat Cod Gross NiP/S Heat Cod 6 11 13A-40s 4A5.2om 4B5-2rm_ 13A-4ocs 4135.21in 11 DO 13A-0Gso 4AS-2om 4BS2fm 13A-4ocs 4A5-2om 4A5-2omd 12C-Os+v 11DO 16B-30ad 22A-tpm Y 0.143 0.550 0.540 0.143 0.540 0.390 0.143 0.550 0.540 0.143 0.550 0580 0.091 0.390 0.032 1.180 ne- ne ne- se se se sw 9Ni nw nw rrw n 3.73 14.35 14.09 3.73 14.09 10.18 3.73 14.35 14.09 3.73 14.35 15.14 238 10.18 0 84 30.80 2.90 22.14 23.59 2.90 1728 1227 2.90 21.97 2237 2.90 22.14 27.72 1.51 M.12.27 1.76 0.00 0 0 0 0 0 0 167 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 137 2 O 0 0 0 513 431 O 0 0 0 398 659 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O 0 0 0 0 0 O 0 0 0 0 0 0 130 0 64 0 0 66 0 0 247 0 969 0 0 192 0 1774 0 0 0 0 0 0.......,0 37 0 0 0 r" 0 0C65 0 C 0 0 252 32 0 0 31 0F= 252 252 210 986 0 443 0 37 370 0 6 c) AED excurson 642 2 Envelope loss/gan 3355 4109 31 63 12 a) Infiltraton b) Room verthlaton 603 0 217 0 0 0 0 0 13 Internal gains Ocwpants@ 230 Appliancesblher 0 0 0 0 0 0 Subtotal (lines 6 to 13) 3958 4326 31 63 14 15 Less exterrtalload Lesstransfer Redistribution Subtotal Dud loads 10%1 2rll 0 0 0 3958 390 0 0 0 4326 932 10% 22% 0 0 31 0 0 0 0 63 0 0 Total room load Air required (dm) 4348 0 5258 2681 0 0 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wri I7tsOf'C' 2017-Oil-0214'00.27 Fight-Swte® Universal 2017 17.0.28 RSU16793 Page 7 Lot 156 Milan ARHG\Lot 156 Milan ARHG - N.rup Calc = MJ8 Front Door faces N Wrightsoft• Duct System Summary Job: Date: Lot156Milan ARHG-N 10- 02-2017 Entire House W. LF/M One Stop Cooling and Heating Plan: RHG 7225 Sandscove Court, Wnter Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web: wvmOneStopCooling.com License: CAC032444 r For: Park Square Homes 2479 Waxwing Way, Sanford, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest fiction rate Actual airflow Total effective length (TEL) Heating 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0. 170 / 0.170 in H2O 0. 260 in/100ft 0 cfm 131 It Coding 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0. 170/0.170 in H2O 0. 260 in/100ft 953 cfm Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W in) Dud Mal Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BED2 c 1411 0 72 0.284 6.0 Ox 0 VIFx 14.6 105.0 st1 BEDS c 1609 0 82 0.260 6.0 Ox 0 VIFx 25.6 105.0 st2 BTHz c 223 0 11 0.264 4.0 Ox 0 VIFx 24.0 105.0 st2 DIN c 1123 0 57 0.269 5.0 Ox 0 VIFx 21.6 105.0 st1 FOYAQT c 3416 0 174 0.274 7.0 Ox 0 VIFx 23.9 100.0 st2 GSA c 5258 0 268 0.272 8.0 Ox 0 VIFx 19.8 105.0 st1 LDRY c 1622 0 83 0.260 6.0 Ox 0 VIFx 25.7 105.0 s12 MBED c 3407 0 174 0.275 7.0 Ox 0 VIFx 18.6 105.0 st1 MBTH c 62 0 3 0.285 4.0 Ox 0 VIFx 14.5 105.0 st1 MTol c 424 0 22 0.271 4.0 Ox 0 VIFx 20.5 105.0 st1 wc c 128 0 7 0.284 4.0 Ox 0 VIFx 14.7 105.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type dm) dm)• FR fpm) in) in) Material Trunk st2 PeakAVF 0 350 0.260 793 9.0 0 x 0 VinlFlx st1 PeakAVF 0 603 0.269 767 12.0 0 x 0 VinlFlx 2o17- oa-oz 1+:00:26 4wrightso,W Right-Swte®Universa12017 17.0.28 RSU16793 Page 1 ACG1'.... Lot 156 Milan ARHG1Lot 156 Mlan ARHG - N.rup Calc = M.18 Front Door faces N Name Grille Size (in) Htg dm) Clg CFm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rbl Ox 0 0 953 0 0 0 0 Ox 0 VIFx t wrightsoft Fight-Swte®Universal 201717.0.28RSU16793 ACCK ...Lot 156 Milan ARfiG\Lot 156 Milan ARHG - N.rup Calc= MJ8 Front Door faces N 2017-Oct-02 14,00.28 Page 2 Static Pressure and Friction Rate Job: Lot156 Milan ARHG -N WI'19htSOft' Date: 10-02-2017 Entire House By- LF/Po One Stop Cooling and Heating Plan: RHG 7225 Sandscove court, Writer Park, FL 32792 Phone (407) 629 - 6920 Fa)c (407) 629 - 9307 Web v wOneStopCooling.00m License: CPC032444 Project• • For. Park Square Homes 2479 Waxwing Way, Sanford, FL Available Static Pressure Heating Coding in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure t 0.34 0.34 Total• Supply Return ft) ft) Measured length of run -out 11 0 Measured length of trunk 15 0 Equivalent length of fittings 105 0 Total length 131 0 Total effective length 131 Friction Heating Coding in/100ft) in/100ft) Supply Duds 0.260 0.18 0.260 > 0.18 Return Duds 0.260 0.18 0.260 > 0.18 Supply 4X=35, 11 A=20, 11 G=5, 1 A=35,11 G=5, 11 G=5: TotalEL=105 Return TotalEL=0 2017-0<i-02140028 wrightsoft' Rght-Swte®Universal 2017 17.0.28 RSU16793 Page 1 ACCK ...Lot 156 Milan ARHG%Lot 156 Milan ARHG - N.rup Calc = MJ8 Front Door faces N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 156 Milan A RHG - N Builder Name. One Stop Cooling and Heating Street: 2479 Waxwing Way Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes 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/doorjambs 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 of and cantilevered floors) 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 10/2/2017 2:07 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 OPT) i 2 RECESS (OPT) PRE-WIRE i LIGHTS CLG. FARUTE \ I Job #: Lot 156 Milan A RHG - N Performed by LF/RI for: Park Square Homes Sanford, FL One Stop Cooling and Heating 7225 Sandsoove Court Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale: 1 : 97 Page 1 Right -Suite® Universal 2017 17.0.23 RSU 16202 2017-Aug-1611 35:14 Aavantage Plumbing, inc I-Acense Name Signatuiv 7 M. I' d AKd \,\ 3 -7 j, lb i VK/ Vr p-+j ve"?" WkO WCt I(GU'K•c'/ DESCRIPTION AS FURNISHED: Lot 156, WYNDHAM PRESERVE, as recorded in Pat BookA81, Pages 0.5 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America RECORD COPY LOT 180 LOT 179 LOT 178 1 1 I N, 89040'51 " E f 40.00' k 1 tis 20.00' LOT 156 20.00' 3.Ok4.0' AC 16.0' 5.00' LANAI r: 5.00' 14.0' 9 F 7 PROPOSED RESIDENCE 1349—MILAN—A w i 2 CAR GARAGE RIGHT pQ) LOT 155 O F O LOT 157 1 c A COV'D. 9 P I - ENTRY n 4.0' JG DATA 5.00' Ok to construct single family home I with setbacks and impervious area shown on plan. 13 Iq Milan -A, CrP_ 19.3, 2_5, 000' DRIVE 25.00' 10UTIL. ESMT, 1 P.C. 30.12' WALK ry 5. 00, L k 1 - . - SETBACKS AS FURNISHED CURB FRONT - 25'(') (B.B.) AT89°40'51 " E RD% P = 20' 40. UO' SIDE5' (40' LOT) 7. 5' (60' LOT) D' LOT, -IYAX)VINC WA Y SIDESTREETT = = 25' (60' Qc 75' LOT) 15' ( 40' LOT) (50' PRIVATE ROAD) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM L PLOT PLAN AREA CALCULATIONS • NOT A SURVEY OF ( 2) IN SUCCESSION AT 25' } TOTAL LOT AREA 4,400 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PFR DRAINAGE. PLANS G DRIVE 4001 110= 510 t SQUARE 'FEET FOUNDATION/PAD 1,740 -P SQUARE FEE( PROPOSED DRAINAGE FLOW WALKS 401 200= 240 t SQUARE FEET REAR PATIO 103 ± SQUARE FEET LOT GRADING TYPE A SOD 2',0341 130 = 2,164 f SQUARE FEET FRONT PORCH DECK 72 t SQUARE FF i PROPOSED F.F. PER PLANS = 29.2' Q POOL DECK N/A 3 SQUARE_ FE. NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VF-RIFIFD ' CIR US'F, jyH; . rE, R—,S'COTT & A,S',SOC' , INC. — LAYVD SUR VJ YOR,` LEGEND - LEGEND - P • . T+LAI 1 PAL +POINT UN LINE NOT 400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658- 1436 F FIELD , TYP. TTPICAL IP • IRON PIP[ PRC. • POINT OT REVERSE CURVATURE I THE UNDERSIGNED DOES HEREBY CERTIFY PAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF CM CON ROD RAD. POINT OF COMPOUND CURVATURE PROFESS SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472027, FLORIDA STATULS CHCONCRETEMONUMENTRAT. + RADIAL 1/ 2- I.R /MLB 459D N,R. •NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SELL, THIS SURVEY MAP OR COPIES ARE NOT VALID. ITREC IP RECOVEkED VP. • WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS PD. R POINT OF BEGINNING CALC, CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P U.C. POINT OF CONHENCERFNT PRM ,• PERMANENT REFrRENCC MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN P. LENT& DISK FF. FINISHED FLOOR ELEV KLINE ]ON 5 THIS SURVEY 1.5 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER FNTITY RI • NAIL t DISK D.SL. • BUILDING CTBACK LINE R/ W RmMi-OF.vnY D.M. DENCMMnRK 6 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BC USED i0 RECONSTRUCT BOUNDARY LINES ESMT. EASEMENT BB. BASE REARING 7. BEARINGS, ARE (USED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BEARING (B.B) DRAIN. DRAINAGE E. CEVAIXVS, IF SHOWN, ARE UASlD ON NATIONAL GCOOETIC VERTICAL DATUM OF I020, UNLESS OTHERWISE NOTED U' H. • UTILITY ' CLFC CHAIN LINK FENCE 9 CERTIFlGITE OF AUTHORIZATION No i596 VDT[ WOOD FENCE F C/ 0 - CONCRETE OLUCK SCF-- ALE I • - 20' --1 DRAWN BY: '•• PC POINT OF CURVATURE - - -- P.T, POINT OF TANGENCY DATE 0 DER Nu nc C, DESCRIPTION CERTIFIED BY R = RADIUS PLOT PLAN 09-21-2017 4020-1J L ARC LENGTH D = DF: L TA i C CHORD C k CHORD REARING Nolani M• iHlS BUILDING\ PR0PERIY DOES NOT LIE WITHINTHE FS ABLISHED100YEARFLOODPLANEASPER •FIRM• T X. GRUS MEYER, L.S. 4714 ZONE •X• r MAP / 121 I7C0090 F (09-28-07) JAMES W. SC TT, R.LS X 4801' RECORD COPY Filename: PARK SQUARE MILAN 1,349SF.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1349 2 1 Lighting Summary Standard 4,941 4,941 Optional 8,547 4,941 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 jJTLDTiVG, ----- Dryers Dryer No. No? Nameplate Line Neutral SANFUi2D 1 1 5000 OFpq RTH` 2 0 3 0 Dryer Summary Standard 5,000 3,500 # 7 _ 2 9 2 3 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 14.0 240 3,360 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 14 240 1 3,360 0 Heat/Cool Summary Standard 8,400 0 Optional 8,400 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WH 1 1 18.5 240 4,440 0 OPT -POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Optional 17,280 2,250 Other Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25%' of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 4 1 14 240 Heat/Cool Phase Amps Volts 1 14 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 840 0 SUMMARY Standard Line Neutral Total Total 38,541 15,171 Maximum Amperage = 161 63 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total 29,931 15,171 Maximum Amperage = 125 63 Service Voltage = 240 Service Phase = 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: P1349AC-T - Park Sq/Milan-1349-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Lot/Block: 156 Address: 2479 WAXWING WAY City: SANFORD MiTek USA, Inc. 66T904 Parke East Blvd. Project Name: P1349AC-T Model: MILAN - 134 m aor C3/RAY15 Subdivision: WYNDHAM PRESERVE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 38 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms,to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# JTruss Name I Date 1 IT11922660 JA1 8/25/17 112 1 T11922671 1131 8/25/17 12 I T11922661 I A2 18/25/17 113 I T11922672 I B2 18/25/17 13 I T11922662 I A3 18/25/17 114 I T11922673 I B3 18/25/17 14 IT11922663 I A4T 18/25/17 115 IT11922674IC1 18/25/17 15 IT11922664 I A5T 18/25/17 116 IT11922675IC2 18/25/17 16 IT11922665IA6 18/25/17 117 IT11922676ICJ 18/25/17 17 I T11922666 I A7 18/25/17 118 I T11922677 ICJ 1 18/25/17 18 I T11922667 I A8 18/25/17 119 I T11922678 I CJ3 18/25/17 19 IT11922668IA9 18/25/17 120 IT11922679 I CJ3A 18/25/17 110 IT11922669IA10 18/25/17 121 IT11922680 I CJ3B 18/25/17 I11 IT11922670 IA11 18/25/17 122 1T11922681 1CJ3C 18/25/17 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this t are not considered signed and sealed and the signature must be verified on any electronic copies 1NG m O 5PNF° R.= # 1 i_ 9 2 3 s The truss drawing(s d above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters f' provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1 These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any protect 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 p•' STATE OF •: O •, MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: August 25,2017 Albani, Thomas 1 of 2 RE: P1349AC-T - Park Sq/Milan-1349-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: P1349AC-T Model: MILAN - 1349 -A or C / TRAY Lot/Block: 156 Subdivision: WYNDHAM PRESERVE Address: 2479 WAXWING WAY City: SANFORD State: FLORIDA No. Seal# JTruss Name I Date 23 IT11922682 I CJ3T 8/25/17 124 IT11922683 I CJ4 18/25/17 125 I T11922684 I CJ5 18/25/17 I 126 I T11922685 I CJST 18/25/17 127 IT11922686 I CJA 18/25/17 I 128 IT11922687 I CJB 18/25/17 129 IT11922688 I FT1 18/25/17 I I30 IT11922689 I J4 18/25/17 131 IT11922690 I J5 18/25/17 132 1T119226§1 I J7 18/25/17 133 IT11922692 I RT 18/25/17 134 IT11922693 I KJ5 18/25/17 I 135 IT11922694 I KJSA 18/25/17 136 IT11922695 I KJ6 18/25/17 I 137 IT11922696 I KJ7 18/25/17 I 138 IT11922697 I KJ7T 18/25/17 I 2 of 2 r i Job Truss Truss Type Oty Ply Park Sq/Milan-1349-A or C_TRAv T11972660 P1349AC-T Al COMMON 11 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek InOusines, Inc Fn Aug 25 13 10 00 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzrBby-so9l3PCp7Odox5U8ftV9SgO5bO48ut76gKDWXykJIL 1-0.0 7-11-11 150-0 22.0-5 30.0-0 31-0.0i 1-0.0 7-11-11 7-0-5 7.0-5 7-11.11 4x4 600 12 Scale = 1 53 3 rz 17 d 2 1 5x6 3 18 19 5x6 5 20 8 7 , is 10 21 9 22 8 3x4 = 4x6 = 3x4 = 4x4 = 4x4 = 10.2-3 19-9-13 30.0.0 10.2-310-2-3 9-7-11 Plate Offsets (X Y)— f2 0-2-0Edgel 13 0-3-0 0-3-41 f5:0-3-0 0-3-41 [6.0-2-0 Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 062 Vert(LL) 0.39 8-10 934 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 093 Vert(TL) 068 8-10 532 180 BCLL 00 ' Rep Stress Incr YES WB 0 31 Horz(TL) 009 6 n/a n/a BCDL 100 Code FBC20141TP12007 Matnx-M) Weight 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No 3 REACTIONS. (lb/ size) 2=1260/0-8-0, 6=1260/0-8-0 Max Horz 2=-164(LC 10) Max Upllft2=- 328(LC 12), 6=-328(LC 12) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-17=1997/568, 3-17=-1902/593, 3-18=-1777/594, 4-18=1668/606, 4-19=-1668/606, 5-19= 1777/594, 5-20=-1902/593, 6-20=-1997/568 BOT CHORD 2-10=-409/1772, 10-21=-189/1163, 9-21=189/1163, 9.22=-189/1163, 8-22=-189/1163, 6-8= 425/1701 WEBS 4- 8=199/755, 5-8=-427/259, 4-10=-199/755, 3-10=-427/259 Structural wood sheathing directly applied or 3-3-3 oc purlins Rigid ceiling directly applied or 2-2-0 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-110; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=301, eave=oft; Cat. 11; Exp B; Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-M to 2-0-0, Intenor(1) 2-0-0 to 15-0-0. Extenor(2) 15-0-0 to 18-0- 0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 . 3) The Fabrication Tolerance at joint 4 = 11 %, joint 2 = 11 %, joint 9 = 11 %, joint 8 = 11 %, joint 5 = 11 %, joint 10 = 11 %, joint 3 = 11 %, joint 6=11% 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 100 lb uplift at joint(s) except 0=1b) 2=328, 6=328 7) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrdy design paramefers and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 11,1II.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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSIITPl1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety information available from Truss Plate Insidute, 218 N Lee Street, Suite 312, Ale.ndne, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ply Park Sq/Milan-1349-A or C_TRAYQty T71922661 P1349AC-T A2 HIP - 1 1 Mid-Flon0a Lumber, eamow, FL 6-9.4 11 s Aug lb Lu1 / Ml I ex inausines, Inc rn Aug za 1 a lu us zul r Yage 1 ID S ODR05ws414AkYA3UNGXPzr8bv-HNaOiREiPx?MoYDlX9MCn41x D8ILASZoeY 6-2-12 4-0-0 6-2-12 4x8 = 4x4 = 4 5 6-9-4 Scale = 1 53 5 a 13 12 10 9 1x4 II 3x4 = 3x8 = 1x4 I 3x5 = 3x5 = 3x4 = LOADING (psf) TCLL 200 TCDL 100 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1 25 Lumber DOL 1 25 Rep Stress Incr YES Code FBC20141TP12007 CSI. TC 045 BC 0.55 WB 058 Matrix-M) DEFL. in (loc) Udefl Lid Vert(LL) -0 09 12-13 >999 240 Vert(TL) -0 28 12-13 >999 180 Horz(TL) 010 7 n/a n/a PLATES GRIP MT20 244/190 Weight 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0 Max Horz 2=144(LC 11) Max Uplift2=-328(LC 12), 7=-328(LC 12) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-20=-2114/654, 3-20=-2033/675, 3-21=-1561/556, 4-21=1468/572, 4-5=1321/571, 5-22=-1469/572, 6-22=-15621556, 6-23=-2032/675, 7-23=2114/654 BOT CHORD 2-13=-510/1818, 12-13=-510/1818, 11-12=-289/1320, 10-11=-289/1320, 9-10=519/1818, 7-9= 519/1818 WEBS 3- 13=0/259, 3-12=-579/253, 4-12=-92/397, 5-1 0=1 10/398, 6-10=579/253, 6-9=0/258 NOTES. 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf; h=25ft, 8=45ft, L=30ft, eave=4ft; Cat II, Exp B, Encl , GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Extenor(2) 13-0-0 to 17-0- 0, Interior(1) 21-2-15 to 31-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) 2=328, 7=328 7) 'Semi - rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verity dasl -r pit paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•717J rw. fOroJ/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 verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the lubrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety :on, available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Mitan-1319-A or C TRAY T11922662 P1349AC-T A3 HIP 1 1J. Mid-Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 03 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-HNgQIREIPx'MpYDjX9MCMIznp7SLFUZoeYt7rykJll I-0.0 59-4 11-0-0 { 150.0 19-0.0 I 24.2-12 30.0.0 3 i1-0.0 59-1 5-2-12 .1-0-0 4-0-0 52-12 59-4 Scale = 1 53 5 4x4 = 23 3x4 = 4x4 = 5 246 a 14 F 13 '- - 11 10 3x4 i 1x4 3x8 = 3x4 = 3x8 = 1x4 II 3x4 5-34 5-2-12 B-0-0 5-2-12 5-9-4 Plate Offsets (X Y)— f2:0-2-10 0-1-81 f8*0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 033 Vert(LL) -0.14 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.63 Vert(TL) -038 11-13 >951 180 BCLL 00 ' Rep Stress Incr YES WB 0.32 Horz(TL) 010 8 n/a n/a BCDL 100 Code FBC2014/TP12DO7 Matrix-M) Weight 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 2=126010-8-0, 8=1260/0-8-0 Max Horz 2=-123(LC 10) Max Uplift2=-328(LC 12), 8=328(1_C 12) FORCES. ( lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-2151/693, 3-21=-2080/711, 3-22=-1725/602, 4-22=1650/620, 4-23=1486/608, 5- 23=-1486/608, 5-24=-1486/608, 6-24=-1486/608, 6-25=1650/620, 7-25=-1725/602, 7- 26=-2080/711, 8-26=-2151/693 BOT CHORD 2-14=-552/1860, 13-14=-552/1860, 12-13=-402/1571, 12-27=-402/1571, 11-27=-402/1571, 10- 11=-561/1860, 8-10=561/1860 WEBS 3-13=-447/222, 4-13=-133/479, 5-13=254/105, 5-11=254/105, 6-11=133/479, 7- 11=-447/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=25ft, B=451t, L=3Df ; eave=4ft, Cat 11, Exp B, Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 11-0-0. Extenor(2) 11-0-0 to 23- 2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL= 1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (ft=lb) 2=328, 8= 328 7) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 3 OWARNING - Vrlty daslpn paramatrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011II.7177 rw. 10/07/2015 BEFORE USE. Design valid for use only with MiTekS connectors This design is based only upon parameters shown, and is for an individual budding 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 buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent c0112pse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BC51 Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Milan-1349-A or C TRAY T11922663 P1349AC-T A4T SPECIAL 1 1 Mid -Florida Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 04 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-IaOovmFKAF7001ov4stRJIq_OCSa4e_11110fIykJIH 59-12 9-0-0 13-4-8 21-0.30. 0 252-12 0 0 31-0-0 2-7-8 3-2-4 3-2-1 4-4-8 7.7-8 4-2-12 4-9-4 Scale = 1 52 7 iI 5x7 = 2x4 II 4x8 = 17 •" 12 11 10 2x4 II 4x5 = 3x4 II 3.4 II 5x8 = 1x4 3x5 = Plate Offsets (X.Y)- 11 0-1-8.0-0-01, f2 0-5-6.Edael. 14 0-5-4.0-2-81, 16 0-540-2-01. 113 0-2-0.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 098 TCDL 100 Lumber DOL 1 25 BC 070 BCLL 00 ' Rep Stress Incr YES WB 056 BCDL 100 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 'Except' 1-4 2x6 SP DSS BOT CHORD 2x4 SP No 2 'Except' 2-13. 2x4 SP DSS, 5-12,2-17. 2x4 SP No 3 WEBS 2x4 SP No 3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0 25 2-15 >999 240 MT20 244/190 Vert(TL) -0 62 2-15 >577 180 Horz(TL) 036 8 n/a n/a Weight 169 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 7-1-14 oc bracing REACTIONS. (lb/size) 1=1179/0-8-0, 8=1259/0-8-0 Max Horz 1=-101(LC 10) Max Uplift 1=-278(LC 12), 8=-328(LC 12) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=701/267, 2-23=3174/990, 3-23=-3150/1001, 3-4=2367/783, 4-24=-2452/862, 24-25=-2452/862, 5-25=-2452/862, 5-26=2451/868, 26-27=-2451/868, 6-27=-2451/868, 6-28=-1768/644, 7-28=-1871/632, 7-29=-2058/690, 8-29=2127/676 BOT CHORD 2-15=-864/3041, 14-15=-865/3044, 13-14=-514/2037, 5-13=-429/221, 10-11=-548/1841, 8-10=-548/1841, 2-17=-83/298 WEBS 3-14=-1182/417, 4-14=-176/654, 4-13=-195/610, 11-13=-405/1467, 6-13=296/968, 7-11=-259/141 NOTES. 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=3Dft; eave=4ft, Cat. II; Exp B, Encl.. GCpi=0.18, M WFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Intenor(1) 3-4-0 to 9-0-0, Exterlor(2) 9-0-0 to 24-0-0, Intenor(1) 24-0-0 to 31-0-0 zone,C-C for members and forces 3 MWFRS for reactions shown, Lumber D0L=1 60 plate grip D0L=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verrfy capacity of bearing surface 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft=lb) 1=278, 8=328. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss I_r Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Vwify dasrgn joaramets and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11411-7477 my 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 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 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPli 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. Alemndna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Mllan-1349-A or C_TRAY T11922664 P1349AC-T A5T SPECIAL 1 1 Job Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 05 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzrOby-DmyB76GyxZF42sN6eZOgsVNEZcidp_TsGyl_CkykJIG 2-7-8 7-0.0 I 11-4-14 13-4-8 168-0 1332 230-0 262-12 30.0.0 31-0-0 1 2.7-8 4+8 4+14 1-11-10 2-38 37-2 3614 32-12 334 1-0.0 Scale = 1 52 7 a 5x7 = 1.4 It 4x5 = 3x4 = 4x8 = 19 2x4- 1%4 'i 14 13 -- 12 11 4x10 = 1x4 II 2x6 - 3x4 = 3x4 = 3x44x4 = 3.4 I = 8x6 = i 278 70.80 4 2332 3340 32 3 334 Plate Offsets (X Y)- f 1 0-2-4 0-0-01 f2:0-4-10 Edael 13 0-5-4 0-2-81 17 0-5-40-2-01 19 0-2-0 Edael LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 070 TCDL 100 Lumber DOL 1.25 BC 0.97 BCLL 00 ' Rep Stress Incr NO WB 0 99 BCDL 10. 0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 'Except* 1-3: 2x6 SP DSS BOT CHORD 2x4 SP No 2 'Except* 2-15 2x4 SP No.1, 14-20 2x4 SP No 3 WEBS 2x4 SP No 3 *Except* 5-13, 7-11,6-12: 2x4 SP No.2 REACTIONS. (lb/ size) 1 =906/0-8-0. 9=860/0-8-0. 13=2623/0-8-0 Max Horz 1=80(LC 6) Max Uplift 1=284(LC 8), 9=-432(LC 8), 13=886(LC 8) Max Grav 1=907(LC 17), 9=873(LCI 18), 13=2623(LC 1) DEFL. in ( loc) I/defl Ud Vert(LL) - 020 2-17 >941 240 Vert(TL) -049 2-17 >372 180 Horz(TL) 015 9 n/a n/a PLATES GRIP MT20 244/ 190 Weight 160 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing WEBS 1 Row at midpt 5-13 FORCES. (lb) -Max. Comp./ Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2= 535/210, 2-3=-1905/636, 3-26=1118/443, 26-27=-1118/443, 4-27=-1118/443, 4-28=-1118/443, 28-29=1118/443, 5-29=1118/443, 5-30=-65/396, 30-31=-65/396, 31-32=-65/396, 6-32=-65/396, 6-33=601/383, 7-33=-601/383, 7-8=-1184/554, 8-9=1387/616 BOT CHORD 2-17=- 491/1765, 17-34=-500/1800, 34-35=500/1800, 16-35=-500/1800, 16-36=-551/191, 36-37=551/191, 15-37=-551/191, 13-39=256/601, 39-40=-256/601, 12-40=-256/601, 12-41=-386/1041, 11-41=-386/1041, 9-11=-488/1200 WEBS 3-17=-151/ 590, 13-15=-1560/511, 5-15=-1473/525, 7-11=181/583, 6-12=176/579, 6-13=-1344/530, 7-12=-627/197, 4-16=-417/221, 3-16=-792/231, 5-16=-573/1937 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7- 10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=30ft, eave=4ft; Cat It, Exp B, Encl , GCpi= O 18, MWFRS (directional), porch right exposed, Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Bearing at joint( s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface 7) Provide mechanical connection ( by others) of truss to bearing plate Capable of withstanding 100 lb uplift at foint(s) except O=lb) 1=284, 9=432, 13=886 Printed copies of this document are 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parametrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 - 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, no a truss system Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding tlesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Critena, 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 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C TRAY T11922664 P1349AC-T AST SPECIAL 1 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Intlustries, Inc Fn Aug 25 13 10 05 2017 Page 2 ID S_OpR05ws414AkYA3UNGXPzrBby-DmyB76GyxZF42sN6eZOgsVNEZcidp TsGyl_CkykJIG NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 137 lb up at 7-0-0, 80 lb down and 91 lb up at 9-0-12, 80 lb down and 91 lb up at 11-0-12, 80 lb down and 91 lb up at 13-0-12, 97 lb down and 106 lb up at 15-0-0, 97 lb down and 106 lb up at 16-11-4, 97 lb down and 106 lb up at 18-11-4, and 97 lb down and 106 lb up at 20-11-4, and 189 lb down and 206 lb up at 23-0-0 on top chord, and 402 lb down and 179 lb up at 7-0-0, 60 lb down and 21 lb up at 9-0-12. 60 lb down and 21 lb up at 11-0-12, 60 lb down and 21 lb up at 13-0-12, 66 lb down at 15-0-0, 66 lb down at 16-11-4, 66 lb down at 18-11-4, and 66 lb down at 20-11-4, and 327 lb down and 65 lb up at,22-11-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1 25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 3-7=-60, 7-10=-60, 1-19=20, 18-19=20, 2-15=-20, 14-23=-20 Concentrated Loads (lb) Vert 3=-80(F) 7=142(F) 17=402(F) 11=327(F) 26=-80(F) 27=-80(F) 28=-80(F) 29=-97(F) 30=-97(F) 32=-97(F) 33=-97(F) 34=-55(F) 35=55(17) 36=-55(F) 37=41(F) 39=41(F) 40=41(F) 41=41(F) A WARNING - VeMy deiugn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 'fiia.li is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Ouality 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 36610 Job Truss Truss Type oty Ply Park Sq/Milan-1349-A or C_TRAY T71922fi65 P1349AC-T I A6 HIP 1 1 Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries. Inc Fn Aug 25 13 10 06 2017 Page 1 ID S_OpR05ws414AkYA3UNGXPzrBby-hyWZKSGaisNxg0ylCHvvPIwRVOShYU.T0?.UVcnXkAykJIFD- 90 7-5-4 14.4-0 1 SB-0 22.E-12 30-0-0 Pr1407-5-4 6-10-12 1-4-0 6-10-12 7-5.4 1.0.0 Scale = 1 55 8 4x4 = 04 = 1 d i 13 " 11 10 9 3x5 — 1x4 II 3x4 = 3x4 = 1x4 II 3x5 = 3x4 = 15-8-0 i 22-G12 30.0.0 r 7-14 1112 1-0-0 610.12 7-54 LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 056 Vert(LL) -0 11 9-10 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.31 9-10 >999 180 BCLL 00 ' Rep Stress Incr YES WB 081 Horz(TL) 010 7 n/a n/a BCDL 100 Code FBC2014/TP12007 Matnx-M) Weight, 152 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/O-8-0 Max Horz 2=157(LC 10) Max Uplift2=-328(LC 12), 7=-328(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-20=-2076/605, 3-20=-1909/628, 3-21=-14581506, 4-21=13551529. 4-5=1218/520, 5-22=-1355/529, 6-22=-1458/506, 6-23=-1909/628, 7-23=2076/605 BOT CHORD 2-13=- 462/1777, 12-13=-462/1777, 11-12=-462/1777, 10-11=-222/1218, 9-10=470/1777, 7-9=-470/1777 WEBS 3-13=0/ 284, 3-11=-673/283, 4-11 =- 137/384, 5-1 0=- 137/384, 6-10=-673/283, 6-9=0/284 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7- 10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf, h=25ft, B=45ft, L=30ft; eave=4ft, Cat II, Exp B, Encl., GCpi= O 18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-4-0. Exterior(2) 14-4-0 to 15-8-0, Interior( 1) 19-10-15 to 31-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-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 wrthstanding 100 lb uplift at joint(s) except Gt=lb) 2=328, 7=328. 7) "Semi - rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Vwl Q WARNING -design_~ IYpanmalarsand READNOTES ON TWs AND INCLUDED MITEK REFERENCE PAGE MII-7177 raw. 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 Befwe use, the building designer must verify the applicability of design parameters and properly incorporate this tlesign into the overall builtling design Bracng indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent tracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-39 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Ale"ridna, VA 22314 Tampa, FL 36610 Job Truss Truss Type pry Ply Park Sq/Milan 1349-A or C_TRAY T11 M666 P7349AC-T A7 HIP 1 1all Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 07 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-994xYoHCTAVoH9WUm 08xwSdvQV5H0'?8jGW4GdykJIE 1.0.01 6•S4 12-4-0 17.8-0 23-6.12 30-0-0 31-0.0 1-0-o r>S4 5-10-12 5-4-0 5-10-12 6-5-4 1-0.0i 4x8 = 4x4 = 22 23 5 Scale = 1 53 5 1 13 12 10 9 3x5 = 1x4 I 3x4 = 3x4 3x8 = 1x4 II 3x5 = i 6-54 12-4-0 1.8-0 23-6-12 30.0-0 rrS4 510.12 1! -O 510.12 rrS4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1 25 TC 039 Vert(LL) 0 09 12-13 999 240 TCDL 100 Lumber DOL 1 25 BC 0.52 Vert(TL) 0.27 12-13 999 180 BCLL 00 ' Rep Stress Incr YES WB 048 Horz(TL) 0.10 7 n/a n/a BCDL 100 Code FBC20141TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No 3 PLATES GRIP MT20 244/190 Weight 155 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0.8-0 Max Horz 2=137(LC 11) Max Uplif12=-328(LC 12), 7=-328(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-20=-2128/668, 3-20=-2049/688, 3-21=-1616/571, 4-21=1531/591, 4-22=-1377/587, 22-23=-1377/587, 5-23=-1377/587, 5-24=1531/591, 6-24=-1617/571, 6-25=-2049/688, 7-25=-2128/668 BOT CHORD 2-13=-525/1833, 12-13=-525/1833, 11-12=-317/1376, 10-11=-317/1376, 9-10=534/1833, 7-9=534/1833 WEBS 3.12=-533/239, 4-12=-82/407, 5-10=92/407, 6-10=-533/239 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=3Dft, eave=oft, Cat 11, Exp B, Encl , GCpl=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-4-0, Extenor(2) 12-4-0 to 21-10-15, Interior(1) 21-10-15 to 31-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oint(s) except of=lb) 2=328, 7=328 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Varlfy dasrgn paramatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rov 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 applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/of chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Infortnation available from Truss Plate Instdule, 218 N Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Milan-1349-A or C_TRAY T11922667 P1349AC-T AS HIP 1 1 Job Mid -Florida Lumber, Banow, FL 7 610 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 07 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzr8by-994xYoHCTAVoH9WUm_08xwSfBOR8H3881GW4GdykJIE r1-0.0i SS4 10-0 150-0 19-8.0 24812 30.0-0 3 l 1-40 SS4 4-10-12 4.8-0 4-8-0 4-10.12 114 d1 Scale = 1 53 5 4x4 = 3x4 = 4x4 4 23 245 25 25 6 14 13 -- 11 10 3x4 1x4 3x8 = 4x4 = 3k8 = 1x4 II 3x4 SS4 10.4-0 + 19-8-0 SS4 4-10.12 9-4-0 24E-12 30.0.0 4-10.12 114 Plate Offsets (X Y)- f2.0-2-10 0-1-81 18 0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 031 Vert(LL) -0.18 11-13 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 0.77 Vert(TL) -0 53 11-13 >685 180 BCLL 00 ' Rep Stress Incr YES WB 0.28 Horz(TL) 011 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-1 D-4 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 7-9-3 oc bracing WEBS 2x4 SP No 3 r REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=116(LC 11) Max Uplif2=-328(LC 12), 8=-328(LC 12) FORCES. (lb) -Max Comp./Max Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-2157/707, 3-21=-2088/724, 3-22=-1782/619, 4-22=1713/636, 4-23=-1544/620, 23-24=-1544/620, 5-24=-1544/620, 5-25=1544/620, 25-26=-1544/620, 6-26=-1544/620, 6-27=-1713/636, 7-27=-1782/619, 7-28=-2088/724, 8-28=2157/707 BOT CHORD 2-14=-566/1868, 13-14=-566/1868, 12-13=-45111675, 12-29=-451/i675, 11-29=-451/1675. 10-11=-575/1868, 8-10=575/1868 WEBS 3-13=-391/212, 4-13=-134/503, 5-13=-299/131, 5-11=299/131, 6-11=134/503, 7-11=-391/212 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vint=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=30R; eave=4ft; Cat It. Exp B, Encl., GCpi=O 18, MWFRS (directional) and C-C Extertor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to 23-10-15, Intenor(1) 23-10-15 to 31-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=lb) 2=328, 8=328. 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verify design paramafns and READ NOTES ON TMS AND INCLUDED MI7EK REFERENCE PAGE Ml1-717J 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 budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T71922668 P1349AC-T A9 HIP 1 1 J.r 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 08 2017 Page 1 IDS OpRD5ws414AkYA3UNGXPzrBby-dLeJlBlgEUdfvJShJiyNUB?mwgpYOXylywGeo3ykJID r1-0.0 4-54 8-4-0 150.0 21-8-0 25-fi12 30.0.0 31-0.0 0.10 4-54 e1 12 6-8-0 68-0 3-10-12 4-54 3x5 = 4x8 = 4x8 = 1 21 22 0 23 24 6 3x4 = 3x4 = 3x8 = 3x4 = Scale = 153 5 3x5 = 150.0 21-8-0 30.0.0I B•40 ee F 6-8-0 8+0 Plate Offsets (X.Y)— f2 0-2-8.Edael. f4 0-5-4.0-2-01, f6 0-5-4.0-2-01, f8 0-2-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 056 Vert(LL) 0 12 11 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1 25 BC 070 Vert(TL) 0 32 10-11 >999 180 BCLL 00 ' Rep Stress Incr YES WB 024 Horz(TL) 010 8 n/a n/a BCDL 100 Code FBC2014/TP12007 Matrix-M) Weight 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=96(LC 11) Max Uplift2=-328(LC 12), 8=-328(LC 12) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-20=-2156/766, 3-20=-2096/779, 3-4=-1923/683, 4-21=-2140/804, 21-22=-2140/804, 5-22=-2140/804, 5-23=-2140/804, 23-24=2140/804, 6-24=-2140/804, 6-7=-1923/683, 7-25=-2096/779, 8-25=-2156/766 BOT CHORD 2-13=-621/1875, 12-13=-455/1683, 11-12=-455/1683, 10-11=-465/1683, 8-10=631/1875 WEBS 4-13=-39/331, 4-11=209/628, 5-11=-458/240, 6-11=-209/628, 6-10=-39/331 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=30R; eave=oft; Cat II, Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0. Exterior(2) 8-4-0 to 25-8-11 Interior(1) 25-8-11 to 31-0-0 zone,C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (tl=lb) 2=328, 8=328 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Vwff rlasi n _ r y p paramaiars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•717J nv. 10/dJ/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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-09 and BCSI Building Component 69D4 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SgfMilan-1349-A or C_TRAY T71922669 P1349AC-T MO SPECIAL 1 1 r-ence (optional) Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 01 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-K'?IgHICRuKIRE3KPkJkdCbT?RstDgGLK3m3zykJIK r fr4-0 11-8-0 17-0.0 20-4-0 24-10.12 30.0.0 1-0-0 14-0 5-4-0 5-4.0 3-4-0 11-4 Scale = 1 54 4 4.16 11 14 13 11 3x5 - 1x4 II 3x8 = 4x4 5x5 = 3x4 = 3x5 = LOADING (psf) TCLL 200 TCDL 100 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 045 BC 064 WB 078 Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) -0 19 11-13 >999 240 Vert(TL) -0 47 11-13 >767 180 Horz(TL) 011 8 n/a n/a PLATES GRIP MT20 244/190 Weight. 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1263/0-8-0, 8=1257/0-8-0 Max Horz 2=109(LC 11) Max Uplrft2=-330(LC 12), 8=-326(LC 12) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-21=-2079/640, 21-22=-2004/649, 3-22=1990/660, 3-23=-2605/889, 4-23=-2605/889, 4-5=2605/889, 5-24=-3089/1067, 6-24=3049/1078, 6-25=-1938/686, 7-25=2001/674, 7-26=-2087/689,8-26=-2154/674 BOT CHORD 2-14=-496/1778, 13-14=-495/1782, 12-13=-752/2663, 11-12=-752/2663, 10-11=-390/1548, 8-10=-542/1866 WEBS 3-13=-316/961, 4-13=363/189, 5-11=-1542/603, 6-11=-698/2038, 6-10=-111/387, 7-10=253/168 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, 13=4511, L=30ft; eave=4ft, Cat It, Exp B, Encl , GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0, Intenor(1) 17-0-0 to 31-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=330. 8=326 7) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwtfy design parameters and READ NOTES ON rMS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 - 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 14 d135x.1r I always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Pule Institute, 218 N Lee Street. Suite 312, Alemndna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Milan-1349-A or C_TRAY T11922670 P1349AC-T All SPECIAL 1 1Job D Mid -Florida Lumber, Bartow. FL 7 640 s Aug 16 2017 MiTek Intlustnes, Inc Fn Aug 25 13 10 02 2017 Page t ID S_OpRO5ws414AkYA3UNGXPzrBby-pBH2U5D3eetVBOeXzRrzEllhrPkRchcPa_pJbPykJIJ 4-40 9-&0 150-0 20-4-0 2410-12 30-0.0 3r1_0 1-0.0 4-40 5-40 5-0 S40 4-612 51-4 Scale = 1 54 4 4x4 = 15 "' " 14 "' '` 12 11 10 3x5 i tx4 II 4x10 = 3x8 M18SHS = 4x8 = 10 I 3x5 = r 400 400 4 I S-00 2410.12 4-612 30.0.0 51-4 Plate Offsets (X.Y)- f2 0-2-10 0-1-81 13-0-6-4.0-2-01. I8 0-0-4.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 200 Plate Grip DOL 125 TC 0.79 Vert(LL) 0 31 12-14 >999 240 MT20 244090 TCDL 10.0 Lumber DOL 1.25 BC 081 Vert(TL) 0 79 12-14 >457 180 M18SHS 244/190 BCLL 00 ' Rep Stress Incr NO WB 074 Horz(TL) 015 8 n/a n/a MT18HS 244/190 BCDL 100 Code FBC20141TPI2007 Matrix-M) Weight 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins 3-5 2x4 SP No 1 BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. BOT CHORD 2x4 SP No 1 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1519/0-8-0, 8=1338/0-8-0 Max Horz 2=102(LC 7) Max Uplift 2=-411(LC 8), 8=-354(LC 8) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=2694/678, 3-22=-4151/1091, 22-23=4151/1091, 23-24=-4151/1091, 4-24=-4151/1091, 4-25=-4151/1091, 25-26=-4151/1091, 5-26=-4151/1091, 5-6=-1989/521, 6-7=-1981/529, 7-8=2273/557 BOT CHORD 2-15=-529/2346, 15-27=525/2353, 27-28=-525/2353, 28-29=-525/2353, 14-29=-525/2353, 14-30=-1032/4418, 13-30=-1032/4418, 12-13=-1032/4418, 11-12=1035/4412, 10-1 1=-416/1967, 8-10=-416/1967 WEBS 3-14=-506/1948, 4-14=-460/240, 5-14=-606/470, 5-11=-2916/778, 6-11=-334/1402, 7-11=-331/145 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, 8=45ft, L=24ft, eave=Oft, Cat II; Exp B, Encl , GCpi=0.18, MWFRS (directional), 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 100 lb uplift at joint(s) except Ot=lb) 2=411, 8=354 8) "Semi -rigid pdchbreaks including 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) 114 lb down and 92 lb up at 4-4-0, 83 lb down and 68 lb up at 5-1-14, 86 lb down and 67 lb up at 7-1-14, and 86 lb down and 67 lb up at 9-1-14, and 84 lb down and 67 lb up at 10-8-6 on top chord, and 48 lb down at 4-4-0, 31 lb down at 5-1-14, 31 lb down at 7-1-14, and 31 lb down at 9-1-14, and 31 lb down at 10-8-6 on bottom chord The design/selection of such connection device(s) is the responsibility of others Printed copies of this document are 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) not considered signed and sealed and LOAD CASE(S) Standard the signature must be verified on any electronic copies WARNING - VarHy design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rw 1 "312015 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 incorporate this design into the overall building design Bracing indicated is to prevent buckling of indwdual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/M4an.1349-A or C_TRAY T11922670 P1349AC-T All SPECIAL 1 1 Mitl-Florilla Lumber, Bartow, FL 7 640 a Aug 16 2017 MiTek Intlustries, Inc Fri Aug 25 13 10 02 2017 Page 2 IDS OpRO5ws4l4AkYA3UNGXPzrBby-pBH2U5D3eetVBOeXzRrzEtlhrPkRchcPa_pJbPykJIJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3=60, 3-5=-60, 5.6=-60, 6-9=-60, 16-19=-20 Concentrated Loads (lb) Vert 3=-57(F) 15=-42(F) 22=37(F) 23=-37(F) 24=-37(F) 25=37(F) 27=-22(F) 28=-22(F) 29=22(F) 30=22(F) A WARNING - Vy daUarN _rtgn paremafars and READ NOTES ON TIi15 AND INCLUDED MITEK REFERENCE PAGE Ml1-747J nv. 10107/2015 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent tracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crttena, DSB-99 end 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 36610- Job Truss Truss Type Dty Ply Park Sq/Mdan-1349-A or C_TRAY T71922671IP1349AC-T B1 COMMON 4 1 Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 09 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-6XChyUJS)nIWXTgttPTcOLYOaD7Yl_tRBa?BLVykJIC 4-9-4 9-4-0 13-10-12 19-0-0 4-6-124-9-4 412 4-612 5-1-4 4x4 = Scale = 1 34 9 I'l 3x5 = 5x8 = 3x4 = S-4-0 9-6-0 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.25 TCDL 10.0 Lumber DOL 1.25 BC 078 BCLL 00 ' Rep Stress Incr YES WB 0 20 BCDL 100 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -012 7-10 >999 240 MT20 2441190 Vert(TL) -0.32 7-10 >716 180 Horz(TL) 0.04 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 BOT CHORD WEBS 2x4 SP No 3 WEDGE Left 2x4 SP No 3 REACTIONS. (lb/size) 1=746/0-8-0, 5=834/0-8-0 Max Horz 1=-100(LC 10) Max Uplift 1 =1 79(LC 12), 5=-225(LC 12) FORCES. (lb) -Max Comp /Max Ten -All forces 250 (lb) or less except when shown TOP CHORD 1-14=-1221/418, 2-14=-1115/427, 2-15=-914/320, 3-15=-846/331, 3-16=-846/320, 4-16=-914/309, 4-17=-1166/420, 5-17=-1220/405 BOT CHORD 1-7=295/1045, 5.7=308/1043 WEBS 3-7=134/515, 4-7=-337/211, 2-7=-344/201 Weight 85 lb FT = 20% Structural wood sheathing directly applied or 5-2-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf, h=25ft, B=45ft, L=24ft; eave=4ft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 9-4-0, Extenor(2) 9-4-0 to 12-4-0 zone;C-C for members and forces & M WFRS 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 100 lb uplift at joint(s) except (ft=lb) 1=179, 5=225 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 11111.7473 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ?Sw.Ff is akvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Gl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Ale,ndna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Park Sq/Mitan-1349-A or C_TRAYPly T71922672 P1349AC-T B2 HIP 1 1Jo Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 09 2017 Page 1 ID S_OpR05ws414AkYA3UNGXPzrBby-6XChyUJS?nIWXTgttPTcOLYOyDAwI KRBaoBLVykJIC 4-54 8-8-0 1D-0-0 14-2-12 19-D-0 20-0-0 4 4-2-12 1-0 4-2-12 4-9-4 1-0 O 4x4 = 4x4 = Scale = 134 0 3x5 = 3x4 = 5x5 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 100 BCLL 00 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No 3 SPACING- 2-0-0 Plate Grip DOL 1 25 Lumber DOL 1 25 Rep Stress Ina YES Code FBC2014ITPI2007 REACTIONS. (lb/size) 1=747/0-8-0, 6=833/0-8-0 Max Horz 1=-94(LC 10) Max Uplift 1 =1 79(LC 12), 6=-225(LC 12) CSI. DEFL. in loc) Udefl Lid PLATES GRIP TC 0.23 Vert(LL) -0.12 9-12 >999 240 MT20 244/190 BC 062 Vert(TL) -0.30 9-12 >756 180 WB 017 Horz(TL) 0.04 6 n/a n/a Matrix-M) Weight: 90 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=1235/446, 2-16=1137/460, 2-3=-944/369, 3-4=793/362, 4-5=-952/362, 5-17=-1189/472, 6-17=1239/459 BOT CHORD 1-9=332/1060, 8-9=1571793, 6-8=-359/1063 WEBS 2-9=334/217, 3-9=-80/272, 5-8=322/229 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II, Exp B, Encl , GCpi=O 18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-8-0, Extenor(2) 8-8-0 to 10-0-0, Interior(1) 14-4-11 to 20-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at foint(s) except (It=lb) 1=179, 6=225. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTekit 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 buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-a9 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 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T71922673 P1349AC-T B3 HIP i 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fri Aug 25 13 10 10 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzrSby-akI4AgJ5m5tN8dF3R7_rZZ42mdTeURWbPElktyykJIB F 3-5 6-8-0 I 12-0-0 152-12 i 0-0 F 20.0.0 35-4 3-2-12 54-0 3-2-12 Scale = 1 34 0 4x5 = 4x8 = 3 17 18 19 4 Rd 4x4 = 3x8 = 4x4 = 3x4 = 4x4 = 12-0-0 4- rr8-0 5-4-0 Plate Offsets (X.Y)- 14:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 200 Plate Grip DOL 125 TC 080 Vert(LL) -0 09 8-10 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 0.78 Vert(TL) -0 25 8-10 >917 180 BCLL 00 ' Rep Stress Incr NO WB 0.24 Horz(TL) 008 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2D07 Matrix-M) Weight. 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins 3-4. 2x4 SP No 1 BOT CHORD Rigid ceiling directly applied or 7-6-9 oc bracing BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1364/0-8-0, 6=1431/0-8-0 Max Horz 1=-75(LC 6) Max Uplift 1=-392(LC 8), 6=-433(LC 8) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2=2488/747, 2-3=2367/728, 3-17=-2124/684, 17-18=-2124/684, 18-19=-2124/684, 4-19=-2124/684, 4-5=2395/737, 5-6=-2554/768 BOT CHORD 1 - 1 0=-589/2148, 9-10=-548/2145, 9-20=-548/2145, 8-20=548/2145, 6-8=615/2226 WEBS 3-10=-43/592.4-8=-55/617 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=oft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional), 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 100 lb uplift at joint(s) except (tt=lb) 1=392, 6=433 7) "Semi -rigid pitchbreaks including 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) 189 lb down and 204 lb up at 6-8-0, 115 lb down and 106 lb up at 8-8-12, and 115 lb down and 106 lb up at 9-11-4, and 189 lb down and 204 lb up at 12-0-0 on top chord, and 327 lb down and 97 lb up at 6-8-0, 66 lb down at 8-8-12, and 66 lb down at 9-11-4, and 327 lb down and 97 lb up at 11-11-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced)- Lumber Increase=1 25, Plate Increase=1 25 Uniform Loads (plf) Printed copies of this document are Vert 1-3=60, 3-4=-60, 4-7=-60,11-14=-20 not considered signed and sealed and Concentrated Loads (Ib) the signature must be verified on Vert 3=-142(F) 4=-142(F) 9=41(F) 10=-327(F) 8=-327(F) 18=-97(F) 19=-97(F) 20=-41(F) any electronic copies WARNING - V.,fy dawgn paramarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473ray. 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 applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing k(li'SSw hat is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the r l ll li. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply ParkSq/Milan-1349-A orC_TRAY T71922674 P1349AGT C1 SPECIAL 1 1 Mid-Flontla Lumber, ' Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 11 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-2wJSNAKjXP?EmngF?gV45mdLY1u2DgxkeuUIPOykJIA 1-0.12 4-11.1 1_. 0+1 4{>fi 1-0-12 6 00 F12 4x4 = 3x4 =3x4 3x4 = 1 5x4 II 9 8 Scale = 1 48.7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 028 Vert(LL) 0 02 11-12 999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 045 Vert(TL) 0 04 11-12 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 048 Horz(TL) 0 02 9 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals 5-9 2x4 SP No 3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 4-6-8 except Qt=length) 12=0-7-4 lb) - Max Horz 12=150(1_C 23) Max Uplift All uplift 100 lb or less at joint(s) 9 except 12=-416(LC 8), 10=-1382(LC 8), 8=145(LC 25) Max Grav All reactions 250 lb or less at joint(s) 9, 9, 8 except 12=435(LC 17). 10=1277(LC 29) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=293/347, 34=203/337, 4-5=-255/363, 2-12=-416/382 BOT CHORD 5-10=-946/938 WEBS 5-11=-816/757.2-11=-359/305 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=24ft, eave=4ft, Cat 11; Exp B; Encl., GCpi=O 18, MWFRS (directional), end vertical left exposed, porch left exposed, Lumber DOL=1 60 plate grip DOL=1.60 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s) 9 except of=lb) 12=416, 10=1382, 8=145 9) "Semi -rigid pitchbreaks including 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) 185 lb down and 206 Ito up at 4-11-4, and 185 lb down and 206 lb up at 6-3-4 on top chord, and 606 lb down and 632 lb up at 4-11-4, and 591 lb down and 647 lb up at 6-2-8 on bottom chord The design/selection of such Connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=60, 2-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 10-12=-20, 8-9=20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi7ek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall _ budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the — fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Alemndna, VA 22314 Tampa. FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-13l9-A or C_TRAY T1192267! P1349AC-T C1 SPECIAL 1 1 m10-1-10n0a Lumber, MAW 1-1- LOAD CASE(S) Standard Concentrated Loads (lb) Vert 3=-90(F) 4=90(F) 11=-149(F) 13=-149(F) 610 S Aug 16 20" MITek m0ustrre5, Inc Fn Aug 25 13 10 11 2017 Page 2 wJSNAKIIDS_OpRO5ws414AkYA3UNGXPzrBby-2XP9EmngF>gV45mdLY1u2DgxkeuUIPOykJIA tWARNING • Verify tlasrgn paramarers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7l73 rw.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 verity the applicability of design parameters and properly incorporate this design into the overall bwlding design Bracing indicated is to prevent buckling of mdmdual truss web and/or chord members only Additional temporary and permanent bracing Sin.i is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the i l. fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety ; on, available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglMilan-1349-A or C_TRAY T11922675 P1349AC-T C2 SPECIAL 1 1 Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Inaustnes, Inc Fn Aug 25 13 10 12 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-Vv6tgbWLLlt75OxPSYYOJe_9WJRE4yHPutYErygykJl9 112 4V -1 1L 4-114 1-0-12 -0- Scale = 1 50 2 3x4 = 3x4 5- 4x4 = 6 X1 12 3 4 5 12 11 1 5x4 I I 6x6 = 4-2.14 0- 01-&12 4-11-4 Plate Offsets (X Y)— 14,0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 028 Vert(LL) 003 8-9 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 040 Vert(TL) -0 05 8-9 >999 180 BCLL 00 ' Rep Stress Incr NO WB 0.40 Horz(TL) -0 03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No 2 'Except* end verticals 3-11 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except WEBS 2x4 SP No 3 5-7-13 oc bracing 10-11 REACTIONS. (lb/size) 12=248/0-3-4, 8=418/0-7-4, 11=729/0-7-4 Max Horz 12=235(1_13 6) Max Uplift 12=204(LC 4). 8=-462(LC 8). 11=-1159(LC 7) Max Grav 12=361(LC 30), 8=459(LC 30). 11=1154(LC 29) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 34=297/388, 4-5=-272/375, 5-6=337/388, 2-12=-317/211, 6-8=-450/423 BOT CHORD 10-11=-990/1007, 3-10=-848/822 WEBS 3-9=683/602, 6-9=-261/237 NOTES- I 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=4ft; Cat 11, Exp B, Encl , GCpi=O 18, MWFRS (directional), end vertical left and right exposed, porch 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 100 lb uplift at joint(s) except (jt=lb) 12=204, 8=462,11=1159. 7) "Semi -rigid pdchbreaks including 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) 170 lb down and 187 lb up at 4-11-4, and 185 lb down and 206 lb up at 6-3-4 on top chord, and 242 lb down and 246 lb up at 4-11-4, and 606 lb down and 632 lb up at 6-2-8 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) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=l 25 Uniform Loads (pIf) Vert: 1-2=60, 2-4=60, 4-5=-60, 5-6=-60, 6-7=-60, 11-12=-20, 8-10=-20 Concentrated Loads (lb) Vert 4=-83(F) 5=90(F) 9=-149(F) 13=-54(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Vwify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01111-7473 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, no 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 buckling of indrwtlual truss web andfor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the !M Ss»e6f. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Crtterla, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Ale"ridna, VA 22314 Tampa, FL 36610 Job Truss Truss Type aty Ply Park Sq/Milan-1349-A or C_TRAY T71922676 P1349AC-T cJ JACK 1 1 Job Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 12 2017 Page 1 ID S_OpR05ws414AkYA3UNGXPzr8by-MtgbWLL1175OxPSYYOJe 9acRKCyNgutYErygykJl9 1-0-0 1-0-0 Scale = 13 2 2x4 = LOADING (psf) TCLL 200 TCDL 10.0 BCLL 00 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1 25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.01 BC 001 WB 0 00 Matrix-M) DEFL. in Vert(LL) -0 DO Vert(TL) -0 00 Horz(TL) 000 loc) Vdefl Ud 6 >999 240 6 >999 180 1 n/a n/a PLATES GRIP MT20 244/190 Weight 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 1=41/Mechanical, 2=22/Mechanical, 3=16/Mechanical Max Horz 1=17(LC 12) Max UplIR1=-4(LC 12), 2=11(LC 12), 3=-4(LC 12) Max Grav 1=41(LC 1), 2=22(LC 1), 3=17(LC 3) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, 8=45ft, L=24ft, eave=4ft, Cat 11, Exp B, Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate gnp DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing r..1af is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB49 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 36610 Job Truss Truss Type city Ply Park WMilan-1349-A or C_TRAY T71922677 P1349AC-T CJ1 JACK 9 1 Job Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 13 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-_JRCorMz3DGy?4_e6FXYBBikPrgUhgwl6CzPUGykJl8 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1 25 TC 007 TCDL 100 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 000 BCDL 100 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SO No 2 REACTIONS. (lb/size) 3=12/Mechanical, 2=124/D-8-0, 4=3/Mechanical Max Horz 2=42(LC 12) Max UplrR3=-5(LC 9), 2=-64(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1). 4=12(LC 3) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown Scale =171 2x4 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0 00 7 >999 180 Horz(TL) -0 00 2 n/a n/a Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind ASCE 7-10, VuIt=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional) and C-C Extenor(2) zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate gnp DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 6) "Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7173 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTele® 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 property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the 111 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-09 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 36610 Job Truss Truss Type ally Ply Park Sq/Milan-1349-A or C_TRAY T71922678 P1349AC-T CJ3 JACK 7 1 31) Mid -Florida Lumber, Barlow. FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 13 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-_JRCorMz3OGy?4_e6FXYBBikHrgingwl6CzPUGykJI6 al 1.0-0 3-40 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1 25 TC 008 TCDL 10 0 Lumber DOL 1 25 BC 006 BCLL 0.0 ' Rep Stress Incr YES WB 000 BCDL 100 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-8-0, 4=29/Mechanical Max Horz 2=74(LC 12) Max Uplift3=-34(LC 12), 2=-67(LC 12) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale = 1 12 3 3-0.0 zit n DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0 00 4-7 >999 240 MT20 244/190 Vert(TL) -0 01 4-7 >999 180 Horz(TL) 000 2 n/a n/a Weight 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind. ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat. 11, Exp B, Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vardy design pa -fors and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/032015 BEFORE USE. Design valid for use only with MiTek49 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 venly the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the !L fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Critena, 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 36610 Job Truss Truss Type oty Ply Park Sg1Milao-1349-AorC TRAY T71922679 P1349AC-T CJ3A JACK 7 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 13 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzrBby-_JRCorMz3DGy?4_e6FXYBBiidrfwhp816CzPUGykJl8 1-0-12 2-11.4 1-P12 2.11.4 r Scale = 1 28 0 6 1 5.4 l l 4 3x4 = 2-11 4 2-11-4 LOADING (psf) TCLL 200 TCDL 100 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrPI2007 CSI. TC 025 BC 0.11 WB 011 Matrix-M) DEFL. in Vert(LL) 001 Vert(TL) -0 01 Horz(TL) -0 01 floc) I/defl Ud 5-6 >999 240 5-6 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 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) 6=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical Max Horz 6=216(LC 12) Max Uplrft6=-1(LC 10), 3=52(LC 12), 4=170(LC 12) Max Grav 6=198(LC 1), 3=81(LC 17), 4=137(LC 10) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=240/386 NOTES- 1) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft, Cat 11, Exp B, Part. Encl., GCpi=O 55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 2-10-8 zone, end vertical left exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate gnp DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3 except (It=lb) 4=170 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vargy design paramaf— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors This design is based only upon parameters shown, and is for an individual building component, not —mil ty a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i•iif building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing i1i ,(pia is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 41F11 a w'tL fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPi1 Quality Crneria, 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 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T11922660 P1349AC-T CJ3B JACK 1 1 Mid -Florida Lumber, Bartow. FL - 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 14 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-SV?a08MbgKOodEZggy2nlPFvfE?NQGpAKslyOlykJl7 1-a12 2-11-4 1.012 2-11-4 600 F12 6 4 1x4 II 3x4 = Scale = 1 38 5 LOADING (psf) TCLL 200 TCDL 100 BCLL 00 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1 25 Lumber DOL 1 25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.10 BC 0.09 WB 0.09 Matrix-M) DEFL. in Vert(LL) -0 00 Vert(TL) -0 01 Horz(TL) -0 01 loc) I/defl Ud 5-6 >999 240 5-6 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 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) 6=198/0-3-4. 3=66/Mechanical, 4=27/Mechanical Max Horz 6=76(LC 12) Max Uplift 3=31 (LC 12). 4=- 1 35(LC 12) Max Grav 6=198(LC 1), 3=66(LC 1), 4=55(LC 3) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown WEBS 2-5=101/295 NOTES. 1) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf, h=25ft; B=45ft, L=24ft, eave=4ft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Intertor(1) 1-11-4 to 2-10-8 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 4=135. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verify design paramar— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Critena, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Mitan-1349-A or C TRAY T11922681 P1349AC-T CJ3C JACK 1 1 mib-rioriaa Lumber, eanow, rL 2x4 = 3-0-0 b4U sAug lb LU1/ MileK lnousuies, me rn Aug zo 1J 1 u 14 Lul r vagel ID S_OpRO5ws414AkYA3UNGXPzr8by-SV?aOBMbgKOodEZggy2njPFvxEOuQHAAKsjyOjykJl7 Scale = 1 12 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 006 Vert(TL) -0 01 3-6 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0 00 Horz(TL) 000 1 n/a n/a BCDL 100 Code FBC2014rrPI2007 Matnx-M) Weight 10 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 1=136/Mechanical, 2=67/Mechanical, 3=32/Mechanical Max Horz 1=49(LC 12) Max Uplift 1 =-21 (LC 12), 2=-35(LC 12) Max Grav 1=136(LC 1), 2=67(LC 1), 3=47(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- I 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft. L=24ft, eave=4ft, Cat II, Exp B; Encl , GCpi=O 18, MWFRS (directional) and C-C Extenor(2) zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - VrNy design paramafam and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,1II-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 applicability of design parameters and property incorporate this design into the overall _ building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing kilt is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the PH fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Piate Institute, 218 N Lee Street, Suite 312, Alexandna, VA 22314 Tampa. FL 36610 Job Truss Truss Type oty Ply Park Sq/Milan-1349-A or C_TRAY T11922682 P1349AC-T CJ3T SPECIAL 2 1 i Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 15 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-whZzDXNDbdVlfFO81EgaOGcn4NeKv9kOKZWSVY9ykJ16 1-0-0 2-7-8 3-0-0 1-0.0 2-7-8 Scale = 1 12 3 2x4 = 2.7-8 Plate Offsets (X.Y)— 13 0-6-4.0-2-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 010 Vert(LL) 001 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.14 Vert(TL) -0.01 7 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight. 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOT CHORD 2x4 SP No 2 *Except* BOT CHORD Rigid telling directly applied or 1D-0-0 of bracing 3-7. 2x4 SP No.3 REACTIONS. (lb/size) 2=207/0-8-0, 5=1 01 /Mechanical Max Horz 2=82(LC 12) Max Upldt2=-66(LC 12), 5=-44(LC 12) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat 11, Exp B; Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-2-5, Interior(1) 2-2-5 to 3-0-0 zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AQL WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7171 rev. id/O7/Itl75 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 property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the W fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Mdan-1349-A or C TRAY T71922663 P1349AC-T CJ4 JACK 1 1 Job rw s r ug io— i mi iex mausmes, inc r n nug zo a 1v rows t ragei ID S_OpRO5ws414AkYA3UNGXPzr8by-whZzDXNDbdWFFOB1EgaOGcn1CeJ69kQKZWSVY9ykJ16 4-8-0 4-8-0 Scale = 1 17 3 3x4 = LOADING (psf) SPACING- 12-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 025 Vert(TL) -0.D6 3-6 >908 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 100 Code FBC2014lrP12007 Matnx-M) Weight: 15 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 1=184/0-8-0, 2=124/Mechanical, 3=60/Mechanical Max Horz 1=77(LC 12) Max uplift 1=-21 (LC 12), 2=-66(LC 12), 3=-1(LC 12) Max Grav 1=184(LC 1), 2=124(LC 1). 3=87(LC 3) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES. 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat Il, Exp B, Encl., GCpi=O 18, MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 4-7-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies D WARNING - Verify design pit—f rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing- is always required for stability antl to prevent collapse with possible personal injury and property damage For general guidance regarding theIry lubrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C TRAY T71922684 P1349AC-T CJ5 JACK 5 1 Job Mid-Florda Lumber, Banow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fri Aug 25 13 10 16 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-Ot7LQtOrLxeWsYiDnN5FogKDt2gXuBgToAC35bykJl5 1-0-0 5-0-0 2x4 = Scale = 1 16 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.25 Vert(LL) 002 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 018 Vert(TL) -0.04 4-7 >999 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) 0.00' 2 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight 18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oC purlins BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-8-0, 4=46/Mechanical Max Horz 2=108(LC 12) Max Uplift3=-60(LC 12), 2=-82(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10; VuH=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft; eave=4ft, Cat 11, Exp B. Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Va Ify design parameers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 1OM312015 BEFORE USE. Design valid for use only with MiTekS 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 budtling design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Crttena, DSB-19 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 36610 Job Truss Truss Type Oty Ply Park Sq/Milan-1349-A orC_TRAY T719?2665 P1349AC-T CJ5T SPECIAL 2 1 nug io nuy ca io raye i IDS OpR05ws4l4AkYA3UNGXPzr8by-Ot7LQtOrLxeWsYIDnN5FogKCa2eluBgToAC35bykJ15 1-0.0 2-7-8 - 2+8 Scale = 1 17 3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.26 Vert(LL) 004 6 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 029 Vert(TL) -0 07 6 >910 180 BCLL 00 ' i Rep Stress Ina YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing 3-7 2x4 SP No 3 REACTIONS. (lb/size) 4=95/Mechanical, 2=307/0-8-0, 5=59/Mechanical Max Horz 2=108(LC 12) Max Uplift4=-44(LC 12). 2=-83(LC 12), 5=-7(LC 12) Max Grav4=95(LC 1), 2=307(LC 1). 5=71(LC 3) FORCES. (lb) - Max. Comp /Max. Ten - All farces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=4ft, Cat 11, Exp B, Encl , GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces S MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4, 2, 5 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Varrfy d—ign panmanrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rw 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the meet fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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 36610 Job Truss Truss Type Oly Ply Park Sq/Mllan-1349-A or C TRAY T11922686 P1349AC-T CJA JACK 7 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 17 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-t4hjeDPU6FmNUiHPL5cUL1tE6SyPdewdOpxcd2ykJl4 1-0-12 0-11-4 1.4 0-11-4 6Do 1z Scale = 123 1 5 4 4x5 Plate Offsets (X.Y)— 12 0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0 00 4-5 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 039 Vert(TL) -0 00 4-5 >999 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) -0 10 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 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) 5=160/0-8-0, 3=27/Mechanical, 4=2/Mechanical Max Horz 5=171(LC 12) Max Uplift5=-233(LC 10), 3=-155(LC 12), 4=-254(LC 12) Max Grav 5=333(LC 12), 3=110(LC 10). 4=197(LC 10) FORCES. (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat. 11; Exp B, Part Encl , GCpi=0.55, MWFRS (directional) and C-C Exterior(2) zone, end vertical left exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (fit=lb) 5=233, 3=155,4=254 6) "Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design paramalers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTeke 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 vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the iRT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB49 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 36610 Job Truss Truss Type oty Ply Park Sq/Milan-1349-A orC TRAY T71922687 P1349AC-T CJB JACK 1I1 Job (optional! Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Intlustnes, Inc Fn Aug 25 13 10 17 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-t4hjeDPU6FmNUIHPL5cUL1tGNSydewdOpxcd2ykJl4 1-0.1 2+1 1-0-12 .11-4 d Lh 6 Do 12 4x4 I 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d TCLL 200 Plate Grip DOL 1 25 TC 0 71 Vert(LL) 000 5 999 240 TCDL 100 Lumber DOL 1 25 BC 029 Vert(TL) 000 5 999 180 BCLL 00 ' Rep Stress Incr YES WB 0 00 Horz(TL) 0.18 3 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Matnx-M) 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) 5=160/0-3-4, 3=29/Mechanical, 4=4/Mechanical Max Horz 5=44(LC 12) Max Uplift3=-107(LC 12), 4=-140(LC 12) Max Grav 5=181(LC 12), 3=6(LC 10), 4=20(LC 10) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. Scale = 1 33 7 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% Structural wood sheathing directly applied or 0-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind: ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf; BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft; Cat, II, Exp B. Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1 60 plate gnp 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 frt between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 3=107, 4=140 6) "Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111II.7473 —. 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing prelicisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandre, VA 22314 Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Milan-1349-A or C_TRAY T71922688 P1349AC-T FT1 SPECIAL 1 Mid-Flonda Lumber, Barlow, FL 1 4x4 = 7 640 s Aug 16 2017 MRek Intlustries, Inc Fn Aug 25 13 10 18 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzrBby-LGE5rZQ6tYuE6sscvo7luFPZZsIVM_HmFThA9UykJl3 3-9-8 7-5-4 11-2-12 3-9-8 3-7-12 3-9-8 10 2 3x4 = 3x4 = 12 3 13 Scale = 1 19 3 2x4 I 14 4 8 5 2x4 II 04 = 04li2 3-9-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 023 TCDL 10.0 Lumber DOL 1 25 BC 034 BCLL 00 ' Rep Stress Incr NO WB 0 51 BCDL 100 Code FBC20141TP12007 Matrix-M) LUMBER - TOP CHORD 2x6 SP No 2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1531/0-8-0, 5=1619/0-3-8 Max Up11ft8=-520(LC 4), 5=-506(LC 4) DEFL. in (loc) Vdefl Ud Vert(LL) -0 03 6-7 >999 240 Vert(TL) -0.07 6-7 >999 180 Horz(TL) 001 5 n/a n/a PLATES GRIP MT20 244/190 Weight 149 lb FT = 20% 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 FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=1419/500, 1-9=2573/849, 9-10=-2573/849, 2-10=-2573/849, 2-11=-2616/845, 11-12=2616/845, 3-12=-2616/845, 4-5=255/110 BOT CHORD 7-17=-849/2573, 17-18=-849/2573, 6-18=849/2573, 6-19=-845/2616, 19-20=-B45/2616, 5-20=845/2616 WEBS 1-7=874/2655, 2-7=779/331, 3-6=-45/391, 3-5=2700/874 NOTES- 1) 2-ply truss to be connected together with 10d (0 131 "xY) 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 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf, h=25ft, B=45ft, L=241t, eave=4ft, Cat 11; Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1 60 4) Provide adequate drainage to prevent water ponding. 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 100 lb uplift at joint(s) except (jt=1b) 8=520, 5=506 8) "Semi -rigid pdchbreaks including 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) 178 lb down and 65 lb up at 8-1-7, 155 lb down and 57 lb up at 10-1-7, 271 lb down and 99 lb up at 5-0-0, 271 lb down and 99 lb up at 6-2-8, and 333 lb down and 122 lb up at 1-1-0, and 198 lb down and 73 lb up at 3-1-0 on top chord, and 22 lb down and 12 lb up at 1-1-2, 116 lb down and 41 lb up at 3-1-2, 182 lb down and 53 lb up at 5-1-2, 182 lb down and 53 lb up at 7-1-2, and 182 lb down and 53 lb up at 9-1-2, and 187 lb down and 47 lb up at 10-7-10 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-4=60, 5-8=-20 Printed copies of this document are not considered signed and sealed and the -signature must be verified on any electronic copies Q WARNING - Verify dasfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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. Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-13-49-A or C_TRAY T71922666 P1349AC-T FT1 SPECIAL 1 2 Mkt -Florida Lumber, Bartow, FL tieU $ Aug Ib LU1 / MI I eK in shies, Inc rn Aug eo 13 1U IU eUl r Wage e ID S_OpRO5ws414AkYA3UNGXPzr8by-LGE5rZQ6tYuE6sscvo7juFPZZsIVM_HmFTf1A9UykJl3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 9=-333 10=198 11=271 12=271 13=-178 14=-155 15=-22(B) 16=116(8) 17=182(13) 18=182(B) 19=182(13) 20=187(8) Q WARNING - Vwtfy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing iw.lrl is always required for stability and to prevent collapse with possible personal infury and property damage For general guidance regarding the et fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Oualdy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety ; on, available from Truss Plate Institute, 218 N Lee Street, Sude 312, Alexandna, VA 22314 Tampa. FL 36610 Job Truss Truss Type oty Ply Park WMilan-1349-A or C_TRAY T1ts226es P1349AC-T J4 JACK 4 1 J. Mid -Florida Lumber, Bartow, FL 7 610 s Aug 16 2017 MiTek Industries, Int Fn Aug 25 13 10 18 2017 Page 1 IDS OpRO5ws414AkYA3UNGXPzr8by-LGE5rZQ6tYuE6sscvo7juFPaLsLhM5AmFThA9UykJl3 4-3-15 4-3-15 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1 25 BCLL 00 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 Scale = 1 15 6 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TC 0.18 Vert(LL) -0 01 3-6 >999 240 MT20 244/190 BC 013 Vert(TL) -0.03 3-6 >999 180 WB 0 00 Horz(TL) 0.00 1 n/a n/a Matrix-M) Weight 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-15 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=202/Mechanical, 2=97/Mechanical, 3=42/Mechanical Max Horz 1=71(LC 12) Max Uplift 1 =-33(LC 12), 2=-52(LC 12) Max Grav 1=202(LC 1), 2=97(LC 1), 3=67(LC 3) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; 13=45ft, L=24ft, eave=oft, Cat II, Exp B, Encl , GCpi=O 18. MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 4-3-3 zone,C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl wrth 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) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verify design parameers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 — 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 verity the applicability of design parameters and properly incorporate this design into the overall building tlesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing tiiST is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Dry Ply Park Sq/Milan-1349-A or C_TRAv T71922690 P1349AC-T JS JACK 4 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 19 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-pSoT3vQkesO5j9RoSWeyOSygMFfk5WJwU7QhwykJl2 1-0-12 4-11-4 1-0.12 4-11-4 Scale = 1 32 8 615x4 Il 4 3x4 = 4.11 1 4.11-4 LOADING (psf) TCLL 200 TCDL 10.0 BCLL 00 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.49 BC 0.27 WB 0.13 Matrix-M) DEFL. in (loc) I/deft Lid Vert(LL) -0 03 5-6 >999 240 Vert(TL) -0.07 5-6 >757 180 Horz(TL) 001 3 n/a n/a PLATES GRIP MT20 244/190 Weight 30lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 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) 6=271/0-8-0, 3=133/Mechanical, 4=47/Mechanical Max Horz 6=262(LC 12) Max Uplift6=-1(LC 8), 3=-108(LC 12), 4=-119(LC 12) Max Grav 6=271(LC 1), 3=156(LC 17), 4=124(LC 10) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown BOT CHORD 5-6=296/187 WEBS 2-5=228/361 NOTES- 1) Wind. ASCE 7-10, VuIt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf; h=25ft; B=45ft, L=24ft, eave=4ft, Cat II, Exp B; Part. Encl., GCpi=O 55, MWFRS (directional) and C-C Extenor(2)-1-0-12 to 1-11-4, Intenor(1) 1-11-4 to 4-10-8 zone, end vertical left exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss Connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (A=lb) 3=108 4=119. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual building component, nit a truss system Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 'f. is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the i j e fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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, Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T71922691 P1349AC-T J7 JACK 9 1 Job R (opt all Mid -Florida Lumber, Bartow, FL 76405640s Aup 16 2017 Mi7ek Intlustries, Inc Fn Aug 25 13 10 19 2017 Page 1 ID S_OpRO5ws4l4AkYA3UNGXPzr8by-pSoT3vQkesO5j?RoSWeyQSyfvFeG5YPwU7QjhwykJl2 1 0.0 7-0-0 1 0.0 7-ao Scale = 1 23 3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 052 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 037 Vert(TL) -0 16 4-7 >510 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) 0.01 2 n/a n/a BCDL 100 Code FBC2014rrPI2007 Matnx-M) Weight24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=157/Mechanical, 2=397/0-8-0, 4=61/Mechanical Max Horz 2=141(LC 12) Max Uplift3=-85(LC 12), 2=-99(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1), 4=106(LC 3) FORCES. ( lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES. 1) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft; B=45ft, L=24ft, eave=oft, Cat II; Exp B; Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 6) " Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 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 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T71922692 P1349AC-T J7T SPECIAL 4 1 rug io cu i r inn eR mausuZ me". er nug ca ra ro cu a rage ID S_OpR05ws414AkYA3UNGXPzrBby-pSoT3vQkesO517RoSWeyQSyhtFao5YPwU7QlhwykJl2 1-0-0 2-7-8 4-4-8 1 5x4 11 2x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 200 Plate Grip COL 1 25 TC 039 Vert(LL) 008 3-5 995 240 TCDL 100 Lumber DOL 1.25 BC 0.59 Vert(TL) 0.18 3-5 467 180 BCLL 00 Rep Stress Incr YES WB 000 Horz(TL) 008 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* 3-7 2x4 SP No.3 REACTIONS. (lb/size) 4=140/Mechanical, 2=407/0-8-0, 5=75/Mechanical Max Horz 2=141(LC 12) Max Uplift4=-70(LC 12), 2=-100(LC 12), 5=3(LC 12) Max Grav 4=140(LC 1), 2=407(LC 1), 5=100(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale = 123 3 PLATES GRIP MT20 244/190 Weight 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing NOTES- 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf; h=25ft, 13=45ft, L=24ft, eave=4ft, Cat 11, Exp B, Encl , GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber COL=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-D-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5 6) "Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily davgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•TITJ rev. 10113/2015 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 verity the apphcabdity 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 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the IN fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Salary Inlormahon available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Pa,kSqIIvIilan-1349-AorC_TRAY Ti1922693 P1349AC-T KJ5 JACK 3 1J. footional) Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 20 2017 Page 1 ID S_OpRO5ws4l4AkYA3UNGXPzr8by-HfMsGFRMPA8yL90_OD9BzgVpMfwpgxw3tnAGEMykJ11 ii 3-58 1-8-0 3-5-8 3-59 Scale = 134 0 LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1 25 TCDL 10.0 Lumber DOL 1 25 BCLL 00 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 8 5 2x6 II 3x4 — 6x6 = CSI. DEFL. in (loc) I/defl Ud TC 0.60 Vert(LL) 005 7-8 >999 240 BC 060 Vert(TL) 005 7-8 >999 180 WB 0 30 Horz(TL) 0 01 4 n/a n/a Matrix-M) 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) 8=315/0-11-0, 4=90/Mechanical, 5=150/Mechanical Max Horz 8=261(LC 8) Max Uplift8=-817(LC 4), 4=-49(LC 24), 5=-532(LC 8) Max Grav 8=717(LC 21), 4=102(LC 17), 5=441(LC 22) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=536/596, 2-9=-379/404, 3-9=-298/327 BOT CHORD 7-12=-416/326, 6-12=-416/326 WEBS 2-7=498/557, 3-7=-434/319, 3-6=-550/701 PLATES GRIP MT20 244/190 Weight. 48 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-5-11 oc bracing NOTES- 1) Wind ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=oft, Cat II, Exp B, Part Encl , GCpi=O 55, MWFRS (directional), end vertical left 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 100 lb uplift at joint(s) 4 except (/t=lb) 8=817 5=532. 6) "Semi -rigid pitchbreaks including 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) 168 lb down and 217 lb up at 1-5-12, 168 lb down and 217 lb up at 1-5-12, and 110 lb down and 81 lb up at 4-3-11, and 110 lb down and 81 lb up at 4-3-11 on top chord, and 191 lb down and 255 lb up at 1-5-12, 191 lb down and 255 lb up at 1-5-12, and 128 lb down and 178 lb up at 4-3-11, and 128 lb down and 178 lb up at 4-3-11 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert 1-2=60, 2-4=-60, 5-8=-20 Concentrated Loads (lb) Vert 9=75(F=37, B=37) 11=5(F=3, B=3) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Vardy design paramatws and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rw. 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 vgity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of mtlmtlual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T71922694 P1349AC-T KJ5A SPECIAL 1 1 Mid-Flonda Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10.21 2017 Page 1 IDS OPR05ws414AkYA3UNGXPzrBby-IrwEUb$ ATGpzJbAawgQVtlzO3KBZQRCxRvgmpykJIO 11r12 339 6-3-9 11-1 1-612 339 3-0.1 7- 4 24 F12 1 5x4 II 3x4 = 3x4 = 3x4 = Scale 1/4"=l' Plate Offsets (X.Y)— 12 0-3-14.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 064 Vert(LL) 0 03 10-11 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 0.34 Vert(TL) 0.03 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0 16 Horz(TL) -0 09 9 n/a n/a BCDL 100 Code FBC2014rTP12007 Matnx-M) Weight. 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD • Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. 7-9 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2x4 SP No 3 'Except' JOINTS 1 Brace at Jt(s) 8 2-12 2x6 SP No.2 REACTIONS. All bearings Mechanical except Ot=length) 9=0-10-4, 13=0-4-10. lb) - Max Horz 13=113(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 4 except 5=-145(LC 8), 9=-290(LC 8), 13=-674(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4, 5, 9 except 13=462(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=177/317.2-13=463/677 NOTES- 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=oft; Cat. II, Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate gnp 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (ft=lb) 5=145 9=290, 13=674 7) "Semi -rigid pitchbreaks including 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) 155 lb down and 203 lb up at 1-4-15, 52 lb down and 168 lb up at 1.4-15, and 92 lb down and 63 lb up at 4-2-15, and 70 lb down and 41 lb up at 4-2-15 on top chord and 191 lb down and 255 lb up at 1-4-15, 14 lb down and 142 lb up at 1-4-15, and 128 lb down and 178 lb up at 4-2-15, and 41 lb down and 144 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=l 25 Uniform Loads (plf) Vert 1-2=60, 2-4=-60, 9-11=20, 5-7=-20 Concentrated Loads (lb) Vert 14=75(F=37, B=38) 16=5(F=3, B=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verify d-9,rt paramatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rav 10103/2015 BEFORE USE. Design valid for use only with MiTekm 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 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 Ss 1aa is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNtl Safety ; on, available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T11822695 P1349AC-T KJ6 JACK 1 1 Jo Mid-Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Aug 25 13 10 212017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-IrwEUbS_ATGpzJbAawgQVt1053KKZSvCxRvgmpykJIO 5-11-11 511-11 Scale = 1 15 3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 047 Vert(LL) -0 04 3-6 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 033 Vert(TL) -0 11 3-6 >628 180 BCLL 00 ' Rep Stress Incr NO WB 000 Horz(TL) 001 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/s¢e) 1=277/0-11-0, 2=142/Mechanical, 3=70/Mechanical Max Horz 1=70(LC 8) Max Uplift 1=-59(LC 8), 2=65(1_C 8) Max Grav 1=277(LC 1), 2=142(LC 1), 3=98(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft. L=24ft, eave=4ft, Cat II, Exp B. Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) 1, 2 6) "Semi -rigid pdchbreaks including 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) 51 lb down and 11 lb up at 1-5-15, 51 lb down and 15 lb up at 1-6-1, and 70 lb down and 44 lb up at 4-3-14, and 71 lb down and 47 lb up at 4-4-0 on top chord, and 7 lb down and 2 lb up at 1-5-15, 6 lb down and 7 lb up at 1-6-1, and 17 lb down at 4-3-14, and 19 lb down at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=l 25 Uniform Loads (plf) Vert 1-2=60, 3-4=-20 Concentrated Loads (lb) Vert 9=-4(F=-6, 13=2) 10=-12(F=-7, B=-5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED Ill REFERENCE PAGE MB-7473 — 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Dole fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Milan- 1 349-A or C TRAY T11922696 P1349AC-T KJ7 JACK 3 1 Job nce (opt i) Mid -Florida Lumber, Banow, FL 7 640 s Aug 16 2017 MiTek Intlustries, Inc Fn Aug 25 13 10 22 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-D1UchwTcxnOgaTANBeCf25aDCTfulgrMA5fNIFykJI'I 1-5-0 5-2-5 9-10-13 _ _ _ 1-SO 5-2-5 4-8-7 0-1 2x4 = 1x4 II 5 3x4 = Scale = 122 9 LOADING (psf) TCLL 200 TCDL 100 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1 25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014rrP12007 CSI. TC 038 BC 044 WB 0 34 Matnx-M) DEFL. in (loc) I/dell Lid Vert(LL) -0 03 6-7 >999 240 Vert(TL) -0 09 6-7 >999 180 Horz(TL) 001 5 n/a n/a PLATES GRIP MT20 244/190 Weight 42 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=130/Mechanical, 2=522/0-11-5, 5=314/Mechanical Max Horz 2=142(LC 21) Max Uplifl4=-70(LC 8), 2=148(1-C 8), 5=-69(LC 8) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-11=-743/124, 11-12=-706/132, 3-12=-664/134 BOT CHORD 2-14=-206/666, 14-15=-206/666, 7-15=-206/666, 7-16=-206/666, 6-16=-206/666 WEBS 3-7=0/258, 3-6=723/224 NOTES- 1) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf, h=25ft, B=45ft, L=24ft; eave=oft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psf bottom Chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at foint(s) 4, 5 except Ot=lb) 2=148 6) "Semi -rigid pdchbreaks including 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) 51 Ib down and 11 Ib up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 lb up at 4-4-12, 70 lb down and 44 lb up at 4-4-12, and 93 lb down and 77 lb up at 7-2-11, and 93 lb down and 77 lb up at 7-2-11 on top chord, and 7 lb down and 2 Ib up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 17 lb down at 4-4-12, 17 lb down at 4-4-12, and 33 lb down at 7-2-11, and 33 lb down at 7-2-11 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) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=60, 5-8=-20 Concentrated Loads (lb) Vert 13=53(F=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, 13=17) Printed copies of this document are IF not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Varlfy d-gn parama/ars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rav 1010312015 BEFORE USE. Design valid for use only with MlTekm Connectors This design is based only upon parameters shown, and is for an individual building component, not , a IMSS system Before use, the budding designer must ve* the applicability of design parameters and properly incorporate this design into the overall a r ti building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the m1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alemndna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Milan-1349-A or C_TRAY T11922697 P1349AC-T KJ7T SPECIAL 1 1 Job Mid -Florida Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fri Aug 25 13 10 23 2017 Page 1 ID S_OpRO5ws414AkYA3UNGXPzr8by-hE2_uGTEi5WXCdIZhLlubl7JltuklJRVPIOwghykJl_ 1-5-0 3-7-13 6-7-9 9-10.13 1-5-0 3-7-13 2-11-12 3 3x5 = 1 5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 063 TCDL 100 Lumber DOL 1 25 BC 084 BCLL 00 ' Rep Stress Incr NO WB 0 25 BCDL 100 Code FBC20141TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP DSS BOT CHORD 2x4 SP No 2 'Except' 3-10 2x4 SP No.3 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 5=54/Mechanical, 2=672/0-11-5, 7=376/Mechanical Max Horz 2=142(LC 21) Max Uplift 5=28(LC 8), 2=240(LC 8), 7=-131(LC 8) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 3-4=861/277 BOT CHORD 3-17=-340/837, 8-17=-333/825, 8-18=-336/833, 7-18=336/833 WEBS 4-7=909/367 Scale = 1 23 0 d, N DEFL. in floc) Vdefl L/d PLATES GRIP Vert(LL) 021 9 >555 240 MT20 244/190 Vert(TL) -0 45 9 >262 180 Horz(TL) 018 7 n/a n/a Weight 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing NOTES- 1) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf; h=25ft; B=45ft, L=24ft, eave=4ft, Cat 11, Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1 60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 100 lb uplift at joint(s) 5 except (p=lb) 2=240 7=131. 7) "Semi -rigid pdchbreaks including 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) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, and 88 lb down and 60 lb up at 7-2-11, and 88 lb down and 60 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 72 lb down and 63 lb up at 4-4-12, 72 lb down and 63 lb up at 4-4-12, and 37 lb down and 20 lb up at 7-2-11, and 37 lb down and 20 lb up at 7-2-11 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Printed copies of this document are Vert 1-3=60, 3-5=-60, 10-11=-20, 9-10=20, 3-6=-20 not considered signed and sealed and Concentrated Loads (lb) the signature must be verified on Vert 15=20(1`=-10, B=-10) 16=4(F=2, B=2) 17=-145(F=72, B=-72) 18=-62(F=31, B=-31) any electronic copies Q WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev 10/03/2015 BEFORE USE. -- Design valid for use only with MiTekm 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 tlesign 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 TSw 11 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the irlYi. fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSBa9 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 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of theroutput. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89 Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O 2 U a O 1— 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 iY O 2 U a O JOINTS ARE GENERALLY NUMBEREDILETTERED 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 CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet Mll-7473 rev 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, a 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 budding 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 ANSUfPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10 Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection 11 Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified 13. Top chords must be sheathed or purlins provided at spacing indicated on design 14. Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, unless otherwise noted. 15 Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Ouality Criteria. 11'- KNEEWALLTO11'-4" BRG. a APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12ITOP= 2x4 6.0 11'- 4" BRG. HGT. U 14'- 4" PLT. HGT. 12 U11170 A U U 4p, CJ U U UCJ3CJ3A CJM CJ3CtoS h E CJ5 N Jq w 5 JS JS 6/12 J5J CJ3A 4'- 8" J7 J U U N J4 o> mJ7 c PNCJ3AJ7 A C m J7 N j c1 a U U CJ3 J7 D U § U LL CJ5 J7 JTT ----- I Um I RT I I I J J7I J7JTTI C I I OH I I JTT I w I N m w J7 CJST H I I co 0 N C.0 w Y CJ5 ICJ3T i CJ3 QCUU l) a Na a a a a Q a a a a a m m m N m m t7m FIELD FRAME OVERHANG 39'- 0" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. ALL WALLS SHOWN ARE LOAD BEARING AT 9'- 4" UNLESS OTHERWISE NOTED. 12'- 0" _ I _ 7'- 0" 6 - HUS26 1-PLY HGR J\ u TRUSS END DETAIL co io v 0 v I J\SING w w spjo- tD r IMID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 1 -.1 1349 - A or C Park S uare LE(R FUR -SS 12" TRAY OPT. nm Milan - A or C rN 0 P 1349AC-T HE Dili ly A B-25-171 Bmax RECORD Copy City of Sanford Building and Fire Prevention Product Approval 17-2-923 Permit # Project Location Add ification Form SANFORD As required by Florida Statute 553.842 and Florida Administrot ve Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend.that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 1 Category/ Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse- E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006 1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346 1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 a-r l'jyx TJ}••` yam_ r T Ms..r JJ. "^7C1 - 9 T.v.4F lit •r. Mr BCIS Home I Lop In ; User Registration Hot Topics Submit Surcharge stats & Facts i Publications ( FBC Staff i BCIS Site Map Links Search j ba R r irk ;a Product Approval r ax USER Public User Product Approval Menu > Product or Application Search > Application List > Application Detall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8671-R7 Revision 2014 Approved r Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vtvian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Lyndon F. Schmidt, P.E. PE-43409 National Accreditation and Management Institute 12/31/2018 Ryan J. King, P.E. R Validation Checklist - Hardcopy Received FL8671 R7 COI (a) CERTIFICATE OF INDEPENDENCE odf Standard ASTM D1929 ASTM D2843 ASTM D635 ASTM E1300 ASTM E84 ASTM G26 TAS 201, 202, 203 Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS (a)odf Year 1996 1999 2003 1998 2000 1995 1994 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/13/2016 12/13/2016 10/21/2016 12/15/2016 FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8671 1.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P'.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.3.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.5 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8671.5 Ddf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgt 1'3 j Wak2nHrp... 9/13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and Installation Instructions. 8871.E f. "FlberClassic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871 6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "T' part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of '7 part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 60 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.1)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9 Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Next Contact Us - 2601 Blair Stone Road, Tallahassee Fl- 32399 Phone, 850-487-1824 The State of Flonda is an AA/EEO employer Cooyriaht 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 mad 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: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 4 of 4 Credi, Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 THERMANTRU 0 THERMA TRU DOORS 1 1 E3 INDUSTRIAL DR., EDGERTON, OH 4351 7, SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES "IMPACT' I. 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 "HVHT' this product comprres wifh Section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used in areas outside of the "HVHT'requiring wind bome debris protection this product comples with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "Wand includes Wind Zone 4 as defined in ASTM E1996 and Section 1609.1.2.2 of the FBC. 5. For 2x stud framing construction, anchoring 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 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill Item #5 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. TABLE OF CONTENTS DESCRIPTION Typical elevations, destgn pressures 6 general notes Door panel detals (Smooth star) R Door panel details (Fiber classic) Horizontal cross sections Vertical cross sections Buck and frame - 2X buck masonry construction_ 7 Frame anchoring - I X buck masonry construction 8 Bill of Materials & Components 37.75" MAX. FrFRAME WIDTH 36.00"MAX. PANEL WIDTH T_ rx = m Owx W JW Q Z N w a J 1-1 OVERALL=_ = rR DESIGN PRESSURE_(PSF) oDOORTYPE•z ZiSWIN G` POSLFIVE;? NEGATIVE - DIMENSION_ INSWING 37.75" x 98.00" 80.0 80.0 SMOOTHSTAR OUTSWING 37.75" x 96.50" 80.0 80.0 FIBER INSWING 37.75" x 98.00" 80.0 80.0 CLASSIC OUTSWING 37.75" x 96.50" 0.0 80.0 See Sheet 8 for design pressure funitalions, E N.T.S. ey: DWS BY.. LFS NNG NO: FL- 8871.5 7 _ L OF 8 44 46 47 41 EXTERIOR L DETAIL A -A J DOOR PANEL Smoolh slur 00000000000000000000000000000000000000000000000000000000000000000000 — 0000000000000000000000000000000000000 00000 0-00 0 00000 000000000000000000000000000000000000000000000000000000000000 DETAIL A -A Panel reinforcement 1 HORIZONTAL CROSS SECTION 2 TYP. 4 FACORNERSOFPANELo. 7 11 i0 RAIL 3 LOCK STILE Q' • yV n 6 * 0%- C20 6m0 V"•• y of n ioo 0a•: Zo 42 0 oEo46m o oa a c 47 ZE0 cX t.i ( d d Lim 41 rn O o fry g, a m 2 0A EXTERIOR INTERIOR DI o g o a rr a 41 47 1-- 1.53" 46 hcpa - per 1i,7 M HINGE S11LE +s OITOM RAIL 28.86% OPEN VERTICAL CROSS SECTIONAREAMAX 2 2 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) E N.T.S. s*+ DWS a BY, LFS 3 TM NO, O FL-8871.5 C 2 OF 8 a 64 bb 67 bl EXTERIOR L DETAIL A -A J b DOOR ANE! 60 "'. classic 00000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000 000000000 0 00000 0 000000000000000000000000000000000000000000000000000000000000 , DETAIL A -A Ponel reinforcement INTERIOR 1 HORIZONTAL CROSS SECTION 3 TYP. 4 CORNERS j!!/ OF PANEL [ LLLLLLLU o• 6Y T0 EXTERIOR 61 67 1.53 ^{ I C; 65 bb . U1J t t/,7 HINGE STiIE 6S 60TTOM RAIL 28.86% OPEN AREA MAX. 2 VERTICAL CROSS SECTION 3 Z_•• J n 0,. dz 4,. 0 o W' i •'• L rn n5` o aoG fiPr111111 111` zo00 UNOZ V U Z0 U o a a4 0 E vz o JTO. NOTE: WOOD DOOR COMPONENTS: PINE )SG >= 0.42) E• N.T.S. BY: DWS Fry: LFS FANG NO.: FL-8871.5 T 3 a 8 1-1/4- MII FJvt.. ITYF.I 1 HORIZONTAL CROSS SECTION 4 Outsving shown - inswing also approved INTERIOR EXTERIOR 4 O tswing shown - kuwing also approved N.Yj z *iO om V : Co c of n i rr Z o 0 0 Ilrrs U N '• Z b v v 0 x 11 ate°' 9m0W aN SoLa m aa V 0 E 9z w o o Z nr I to KS Z W m N" o C U U K O a O F iaK 1-1/4' MIN. EMB. ITYP.I E N.T.S. DWS a BY: LFS 3 mac No.• FL-8871.5 c 7 4 of 8 a EXTERIOR ."`yf""` INTERIOR 1 VERTICAL CROSS SECTION Oulswing shown - inswing also approved EXTERIOR 4 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet I for'1 VHT'waterinfiltration requirements l f_n Zn oV INTERIOR EXTERIOR "`ff"". INTERIOR r21 VERTICAL CROSS SECTION Shown w/IX sub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet I for "HVHT' water Infiltration requirements A. z 0a C.)~ * a Z i 4'c0 om INTERIOR EXTERIi'SR,rrrr z o m a o n zIrrs ON .. 0 1 c°zazmto 40 . 9@W a` maa`IT E m 0 5 060 \ E. oz w o° a 3 VERTICAL CROSS SECTION 5 Outswfng configuration see general notes, sheet I for "HVHT' water Infiltration requirements INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION Outswfng configuration see general notes, sheet I for'NVHP water infiltration requirements Z. N.T.S. BY: DWS a: ' LFS i-P eo. FL-8871.5 n 5 OF 8 C i v"• ter,. ViaIin r J O N Z o TYP. HEAD & F C a JAMBS N TYP. HEAD b , u$ 9 d aMASONRYMASONRYJAMBSF ^ 5 a `a OPENING (( OPENING \ s V _ o FRAME _ xz y U ZoU to LjO `'4 O o n 2X BUCK-,,,, y 2X BUCK ' $ Q rvE a a LUCK ANCHORING HINGE JAMI FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: I. Concrete anchor locations of 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 dWance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TO MASONRY. TO ADJACENT,'- TYPE SIZE EMBEDMENT EDGE ANCHOR ITW c 1/4" 1.1/4" 2" 4" TAPCON ELCO 1/4" 1-1/4" 1' 4" ULTRACON WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8" edge distance, I"end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH A DEADJOLT DETAIL DAM 05122108 z sDus: N.T.S. Dwc. cr: DWS m CM er: LFS ? DMWWG NO: m FL-8871.5 0a Sim 6 or 8 Q En Qto co r TYP. HEAD L z am u NJAMBSnLL c4 DZ U Z x Z U MASONRY g z m g m c W0 OPENING a` W X 'm a 0- 4 00Z 0 O J.:a tT jZ In O N FRAME B 15 S L J OV3: WOir— E E U 14 W2 W o IX BUCK jaI o: O m LATCH L DEADBOLi DETAIL ij O N m O W Q O j HINGEJAMB STRIKE JAMB W CONCRETE ANCHOR NOTES: FRAME ANCHORING C' o 1. Concrete anchor locations of the comers may be adusfed to maintain the min. Masonry I X buck corutiuction 12 aedgedistancetomortarJoints. o a u 2. Concrete anchor locotbru noted os "MAX. ON CENTER" must be adjusted to 12 z maintain the min. edge distance to mortarjoints, additional concrete anchors may be required fo ensure the "MAX. ON CENTER" dlmenslon are not exceeded. o ^ i 3. Concrete anchor table: 12 12 O N N szaEDGEANCHOR DATE.-5122108 z N.T.S. ° HINGE DETAIL M. BY, DWS mITW TA CONS 3/16' 1•1 1" 3' BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 1 /4" SHIM SPACE WOOD D 1 /4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE G 3/16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL J 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L 10 X 2-1 /7' PFH WOOD SCREW I.15' MIN. EMBEDMENT STEEL 1 INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG >= 0.42 WOOD 9 JAMB OAK SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM 11 HINGE STEEL 12 10 X 3/4" PFH SCREW STEEL 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1/7' PFH SCREW STEEL 17 8 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE SMOOTH STAR WOOD/LVL 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137' THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE FIBER CLASSIC WOOD/LVL 64 HINGE STILE FIBER CLASSIC WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE 4.56" ry O d HEAD A SIDEJamb T THRESHOLD kwwirg adjustable 8 THRE HOLD Irwwg selladlust 5.75' o ' ' S THRESHOLD Oulsmrsp standard. 4( L 5.85" T C 1 THRESHOLD Inswft adjustable 4 THRESHOLD Outsw4g coastal 6 THRESHOLD Inswlrg MAX. DESIGN PRESSURE _+/- 50 PSF Z w o m o m z dm o U n Z v Z o Z u Eo' mOcw u ~ tOtoaaT 00Z a w a L. N.T.S. BY: DWS BY: LFS vm NO.: FL-8871.5 T 8 OF 8 Florida Building Code Online Page 1 of 3 w'. ter+ i v n, .t,. t.•:.'-':.s,._ }:11''«,t;, ` _ +ay. f. 4i^,_ t Irl— BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats h Facts Publications FBC Stag ! BCIS Site Map Links Search i a z, r 74 ; 1 Product Approval r '° USER. Public Userdbp Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332-R3 Revision 2014 Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Reg istered,Architect or a Licensed Florida Professional Engineer D Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2017 Steven M. Unch, PE R Validation Checklist - Hardcopy Received FL15332 R3 COI FLCOI Ddf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWldk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.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 R3 AE 510807C.odf PRESSURE RATINGS 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 R3 II 08-00498D.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 R3 AE 510805C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02248B.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 R3 AE 512968B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02249B.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 R3 AE 512969B.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 R3 II 08-02250B.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 R3 AE 512970B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 Il 08-00499D.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 R3 AE 510806C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00501D.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 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtH8572gvd Wldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf 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 R3 II 08-00502D.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 R3 AE 510809C.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 R3 II 08-00503D.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 FL_1.5332 R3 AE 510810C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Back Neat 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 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: 99_ Credii Card, Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIdk... 9/7/2017 NOTES 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 3. IX BUCK OVER MASONRY/CONCRETE .IS OPTIONAL. 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 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=16 WAS USED FOR WOOD ANCHOR CALCULATIONS 5 FRAME MATERIAL EXTRUDED ALUMINUM 5063—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 DETAILS, 12 FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 13 ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS OX. XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE I APPRO`/Ep ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L REVISED INSTALLATION DETAILS 08/03/15 R L. SIGNED: 1012312015 MI WI D LLC 1RIlCro. OOOLAKESIDWS PDOORY S v 9J, FLOWERMOUND, TX 75028 CENSF oy 5 = SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 96" NOTES O; STATE OF c OR1O• DRAWNUINGNO. REV B SCALE ENTS DATE 10/30/13 SHEET E190 10 FI HE 6" MAX --- 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED r 17" MAX r I O.C. I 6" MAX 17" MAX O.C. 16" T- IAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35 0PSF NONE SEE CHARTS M 1 AND X2 FOR OTHER UNITS RATINGS REVISIONS ' REV I DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L B REVISED INSTALLATION DETAILS 08/03/15 R L CHARTNI WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height 30.0 360 1 42.0 48.0 60.00 72.00 84.00 96.00 in) Pos I Meg- Pos Meg Pos Meg Pos Me 84.0 400 584 40 0 50 9 400 45.7 40 0 42.0 88.0 400 552 40 0 48 0 400 43 0 39 4 39.4 92.0 400 524 40 0 45 4 400 406 37 1 37.1 96.0 400 49 8 40 0 43 1 384 384 350 35 0 CHART X2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (pst) Frame Single Panel and Total Frame Vddlh (in) Height 30.0 36.0 42.0 48.0 in) 60.00 72.00 84.00 96.00 Pos I Meg Pos Meg Pos Meg Pos Neg 84.0 584 584 509 509 457 457 42.0 420 68.0 552 552 480 480 430 430 39.4 39.4 92.0 524 524 454 454 406 406 37.1 37 1 96.0 498 498 43 1 431 38 4 38 4 35.0 35 0 CHART 83 Number or anchor locations required Frame Single Panel and Total Frame Width (in) Height 300 36.0 42.0 48.0 60.0 72.0 64.0 96.0 in) Hi Jamb H&S IJ&mb H&S Jamb H&S Jamb 84.0 4 6 5 1 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN PND N0. V.L. 08-02249 SCALE NTS DATE 10/30/13 5NEET2 OF 10 SIGNED: 1012312015 , J`'•` R I I dM7j ii TAT 5EOF , , O. s0/0NALIENG\ c M FIR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — r__ 17" MAX O C. 6" MAX 6" MAX 17" MAX OC 6" I — kX 1ME GHT 6" MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED 35.OPSF NONE SEE CHARTS N1 AND N2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R L CHART#4 Number of anchor locations required Single Panel and Total Unit VAdth (in) Fra re 30.0 36.0 12.0 48.0 Fie n) 60.0 72.0 84.0 96.0 H65 I Jamb H&S Jamb H&S Jamb H6S Jamb 0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION DRAWN DWO NO. REV V.L. 08-02249 B SCALE NTS IDATE 10/30/13 ISHEET3 OF 10 SIGNED: 1012312015 9 1R I ) L DM i 4 pENT gcP TAT 5EOF ; t p'` lt'' OR10* •t: sS/ONAl1EaG`\ 1/2" MIN. rEDGE DISTANCE 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR I 1111 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 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN LwL vuTANCE REVISIONS ` DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L REVISED INSTALLATION DETAILS 08/03/15 R L 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE MEI k 2 10 WOOD SCREW EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 O DPDOONRS LLCMIWI900 II1 AKESIDEWS AY JS FLOWER MOUND, TX 75028 GENS-.,p SERIES 420 SGD REINFORCED WITHOUT ADAPTER 4V7 FRAME INSTALLATION DETAILS 0 ty` iFs FZORM'tDRAWNDWGNO. REV 08 e SCALE NTS DATE 10/30/13 SO"E 490F 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN I EDGE DISTANCE 1/4" MAX N r SHIM SPACE 10 SMS OR SELF DRILLING . SCREW EXTERIOR I I I I I I I I INTERIOR 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT 3/4" Mil EDGE DISTF I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. B REVISED INSTALLATION DETAILS 08/03/15 R L D, JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WI9 D LLCPDOOVRYOOLAKESIDARKS RIIIC0///' 9+ FLOWER MOUND, TX 75028 v,•GENs NOTES. SERIES 420 SGD REINFORCED WITHOUT ADAPTER oy61261 * J 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 96" x FRAME INSTALLATION DETAILS9IO 0 8 0 , TAT OF • tr, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE IN ACCORDANCE WITH ASTM DRAWN DWG No REV iO' R1oh . NDESIGNEDE2112 V.L. 08-02249 B sii/ •'"• aG\ NNA11 S°`EE NTS PATE10/30/13 SREET55 OF 10 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN n EMBEDMENT CONCRETE/ ° 1MASONRY BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR 1111 II I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT y 1 1/4" MIN. EMBEDMENT e REVISIONS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 06/03/15 R.L. 1 1/4" MIN. EMBEDMENT 1/4" MAX. 2 1/2" v SHIM SPACE MIN. I EDGE DISTANCE a 3/16" TAPCON CONCRETE/MASONRY e BY OTHERS a v • o OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRETEIMASONRY 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 2- MIN EDGE/DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WINDOWSD LLC ILI0CONCRETEIMASONRYINSTALLATIONPDOOVRSLAKESIDE FLOWER MOUND, TX 75028 SIR 9s/iJGENSF SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0, 61 *= FRAME INSTALLATION DETAILS O; STATE OF DRAWN. DWG N0. REV FGO IQF, V.L. 08-02249 B s/ANAL IIIISCALENTSjDATr10/30/ 13 SHEET 6 OF 10 11111111\ 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR U LLJJ INTERIOR FO BE SET IN OF VED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN v1ENT LVVL ulJlmIVI.L 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 REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L REVISED INSTALLATION DETAILS 08/03/15 R L 1 3/8" MIN 1/4" MAX. EMBEDMENT SHIM SPACE 1/2" MIN. f3 INTERIOR EDGE DISTANCE WE II I Iaw-KC-11 =Wffll N EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WI D LLC ILPDOOVRYOOOWKESID illll5Vkd 9(pFLOWERMOUND, TX 75028 v •GENO' 0, &)26 # = 1:::p0 SERIES 420 SGD REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS TAT OF OR,Qr• `\ DRAWN DWO NO REV V.L. 08-02249 B SS/pNAI I111111111\ S NTS DATE 10/30/13 SNEET7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE rDISTANCEI 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. SHIM SPACE MS OR RILLING 1 TO BE SET IN BED OF PROVED SEALANT T- 3/4" MII EDGE DISTI L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS t IA" 11AV REVISIONS REV DESCRIPTION i DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. B REVISED INSTALLATION DETAILS 08/03/15 RL JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWSD DOORSLLC ILR L 900 PVLAKESIDE MOUND, TX 75028 J•\S ENFLOWERS SERIES 420 SGD REINFORCED WITHOUT ADAPTER oy6126 *' 9T x 96" FLANGE INSTALLATION DETAILS a' = O•• $TAT OF ,ttj DRAWN. DWG NO REV A ' [ 0 RIOT; • \'` 08 e 0NALIE: SCALE NTS wTE 10/30/13 sOEETB90F 10 2 1/2" MIN. - IEDGEDISTANCE 1 1/4" MIN. e EMBEDMENT CONCRETE/ I MASONRY 1/4" MAX BY OTHERS / 1 SHIM SPACE OPTIONAL J 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR LLJJ LUJ INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT a y 1 1/4- MIN n• EMBEDMENT a REVISIONS DESCRIPTION DATE APPRDVE0 ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.I. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN EMBEDMENT 1/4" MAX. v SHIM SPACE 2 1/2" MIN ` EDGE DISTANCE 1 11 3/16" TAPCON CONCRETE/MASONRY v BY OTHERS ' v v INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK J 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 2 1/2" MIN. SIGNED: 1012312015 EDGE DISTANCE N LLCMIWI900OLAKESIDD 11R111`I0///// CONRCRE E/MASOOR,YINS7ACUO PDOOVRS J\5 9J,% FLOWER MOUND, TX 7502E v,•'\GENy* SERIES 420 SGD REINFORCED WITHOUT ADAPTER D,& R•*= 96" x 96" Lpa` FLANGE INSTALLATION DETAILS pO• SATF DRAWN owc No REV ey OB B 71111NA110a\V\ SCALE NTS DATE 10/30/13 SHEET 99OF 10 WOOD FRAMING I 1/4" MAX BY OTHERS SHIM SPACE INTERIOR 1 1/4" MIN EMBEDMENT APPROVED —G SEALANT EXTERIOR BEHIND FIN 8 WOOD ' SCREW 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/16" MIN EDGE DISTANCE a I EXTERIOR 1 1/4" MIN EMBEDMENT TWOODFRAMING F BY OTHERS 1/4" MAX SHIM SPACE 1F-1 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9 REV REVISIONS ` DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L B REVISED INSTALLATION DETAILS 08/03/15 R L. 1 5/8" MIN. EDGE DIST. I TRIM n 1 1/4" MIN INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED IF-7 1 I I 3/16" EXTERIOR PANEL INTERLOCK MASONRY/CONCRETE 1/2" MIN EDGE DISTANCE METAL STRUCTURE BY OTHERS MIN. EDGEE DDISTANCE INTERIOR TRIM TRIM 1 3/8" MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD #10 SELF DRILLING 3 SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKAMOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINoOLnKEs DD PARKWADOOR Y LLC \\\\\\ WS ,, ilLl0 FLOWER MOUND, TX 75028 ``i•XCENS qiP NOTES SERIES 420 SGD REINFORCED WITHOUT ADAPTER = *• a 5 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 96" x 96" NOT SHOWN FOR CLARITY. NAILFIN & HOOK INSTALLATION DETAILS !o • TAT OF 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN, ME NO REV i'n • ,l[ 0 jt 10T; • • DESIGNED IN ACCORDANCE WITH ASTM E2112 V.L. 08-02249 8 SCALE NTS IDATE 10/30/13 1 SHEET10 OF 10 //Illllf1111\ Florida Building Code Online Page 1 of 6 BCIS Home Log In j User Registration Hot Topics Submit Surcharge Stats 6 Facts ; Pubhcations ; FBC Stall BCIS Site Map Links Search f H rida pr5% ` n Product Approval USER, Public User Product Approval Menu > Product or Application Search > Aoohcation List > Application Detail FL # FL15279-R4 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 Dl Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwester-field@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler 12 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouiv 20150319 - FBC - DASMA 108 eauiv.odf FL15279 R4 Eauiv 20150319 - FBC - DASMA 115 eouiv.odf Product Approval Method Method 1 Option A http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page = 42 FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 16 0 Pagel/80 0 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R4 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101655-Revl2.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-SA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, EDSSP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODEp W3 Garage Door 6132,SFC38,MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-IA171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODEO W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and oroof ofinspe ion. df FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.odf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl1odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 Evaluation Reports Created by Independent Third Party: 15279.5 005 W3-16 DSIE-IA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with [)roof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104028-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.6 006 W3-16 DSIU-IA171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.Ddf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104168-RevOl.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE@ W3 Garage Door 46B,55S,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Rev12:Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.8 008 W4-09 DSIE-11`171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HOG, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDGL, HDGF, 66, 66G, 67, 57G, WINDCODE@ W4 Garage Door 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and Droof of i D_sp& c ion._p df FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 I1 101652-B-Revll.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR21_P, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.Ddf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 103969-B-Rev02.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with oroof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listing IntertekpAf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection Ddf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104456-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODES W4 Garage Door 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-21`441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 300159-5-Rev16 odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W4 Listing Intertek.pff Quality Assurance Contract Expiration Date 05/21/2026 Installation Instructions FL15279 R4 II 103486-B-Rev08.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv-yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-21`449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-1F171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with oroof of contract and proof ofinsoection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pff FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101481-B-Rev13.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-6-Rev03.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection odF FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104169-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the Impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104457-Rev02.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Rev15.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page = 16 Back Nest ti) 0 Pagel/ 8 d 0 Contact Us • • 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Flonda 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.5 must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee However email addresses are public record if you do not wish to supply 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 ct ® n:hic6 M Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQMDgv3yVVKJZ 1 QR... 9/7/2017 mn= Lfilm0t>• MDa k R FLUSH OMnAGE HMW RAISED PANT. SHISISSa OOss SNars 1am! 1 E7 GA 125 fit ns CUIM GWs. GOAV, Twi m M 1R6sv HamsMTBTRT• ARSs I ARSSV KUIRIANiMUSE' D3S @AV N10•MWE_ STIM DIVE SAW M ISM SHEET 1 OF 2 DATE iE3CRTPTTDN a 11/30/07 ADDED EXTENDED NF]CNfS, COLONED CLOPAY, NOLMR AND EFAL 10 a/oe/a ADDED M/N 426, 4W 65S 11 10/21/00 ADDED U/N 4F OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2-.16-. IMPACT RESISTANT GLAZING IS 21-5/6-.14-1/6'. r . n 6t U-mkm U-{V6 N A 2-1-2-1 NATO 6E TWO U_wmWonN1f1VA0YACIIQI. f, Y w I rl=71 1 7lm7 1 FLCM71 I IONI I =lmI I rim7i I IW71 1 SECTION A -A (SIDE VIM 3- TALL U-BAR s 20 GA GALV. STEEL MIN. TOLD STRENGTH: 50 KSI 2' THICK 13' ME 12 GA GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14.5/6' SHEET METAL SHIP NAP JOINTS. 14 GA. GALV. ROVER HINGE EACH HINGE FASTENED TO END STILES WITH (4) j14.5/6' SHEET METAL SCREWS AND (4) 1/4'.3/4' SELF TAPPING SCREWS. SEE VIEW 'B'. 1/ DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VINYL HNRCELL 1 4•u 4. 56r BACKER (INSULATED MODELS ONLY) 3' TALL . 20 GA GALV. STEEL U-BARS IN scwEws 25 GA MIN. CALV. Sites SKIN A 2-1-2-1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BAR ON NEXT duNrsTn1.•.s a •I1r•,•dTe WITH A 0N PRIMER. POLYESTERSECTION. ETC.). EACH U-BAR ATTACHED vE. ti• 3v ' BAKED - ON ANDAOATAPPLIEDTOPCOATAPPLIEDTO BOTH SIDES OF STEEL SIGN. WITH ( 2) 1/4'.3/4' SELF TAPPING SCREWS PER STILE LO;AT .. SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. DESIGN ENGINEER' MARK WESTEIFIELD. .E FLORIDA P.E. /464E5. NC P.E. j23632, TEXAS F.E. 11141513 11! aA Im• 011 OI®! M mRl IY.E• NOI M U11W1[ n0 !® 1EIm Ra AaDO.M A M .{RID\ suave cmE a nR NRI•Dn•L •INDs. ws[ lwm a A• OD-1 f0A M 16110... W.IIO 1 OR® luaa q N..411Nk1 r w 11pM . DD m1E n asT 1O611R no 4 ,emn N rwas.wx wn1 16s, m •.nAuss. n A •uum sR. oart w 11IIR IATIINTE vN sm • n• e 1s 1. m dT® T R. C AC• Lc c s IEAn m 1mH r Is, a w s k 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) /145/6' SHEET METAL SCREWS. ALUMINUM EXTRUSION VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF do -24.5 PSF TEST LOADS: +36.0 PSF & -37.0 PSF Clopay MPC: PAN-2F153 RATIIfi NAL DOOR => TEW 4 16'0-W . 16-0-H 1/3/ 97 TasCRIPTU4 CLASSIC AND CH RP STEEL PAN ng Products m,,50N uK 4-' AAVN T'I LAC DOUBLE -CAR, 16'W +24/-24.5 PSF on (513) 770-4600 RFD NI ORAVTNG NUDE• VEN M.M G.P..D. AN n/m R--d. MWW B 101711 IBC rrVsr_ Lrwas Auwa WON HMM I LCTIaE It IF U-WS N GA INS! r! OA 0 CA INS 1 - 77. 75 1500. IN 4 LM ITTaC4v>tiY 3/r W W SOFM OI 4- CORM 1-1/r• OIL WAS" IEMOn LAG IAfF 4RST MSf r TO r 1r TO Irs• S S SOEWS MY R COUNTERSUNK (RD NOE IEOVI®I 10 rNALL A IWSII IOIIMINO STIRALE xO1aONOL ANC W MDE lll{/mQ VY0. 1 I IQ. 4al IO1. m 1E'Y 7 11 SInR rAla 1®R 4F Is icu IZS' TO 14V 0 Ir 14 To 1 15 r•J• Am EE1.VE -amWLIS AN 70• GXTNDIA cu. 1! AEL O.CwiE). 1 WITHSUEVE NICINI6Sr13, 10 ACTIONi a' a1/4•J• TNCDN SCREWS N 17. OREM (XDOD MVIA. COMPETE) ON r• Etsm PANEL, CENTERS (O-W RD00. 1. OD. TNSIEM RMUED WITH TArrrN1 7112 AAODM MY t COIA MIN (NR lOY IEQNEDIaTO FAKF= A RAW0raOI.MIMO S1ASNz HMOOAL YYES 00 MOr JRA) LOAD. la. GD33V, DDi JYL l— RIM to MSIN TVS-Tilt. A IRD® OEM F3S OIaV NAo<L nvL wr AI3D r[ [Nr1OYFD TD Irr1aE ATDrLV[ mTvm MN/m AVR fAEDIMTiOa OS AAaV Ea may rAOAWNo1 n A11 AN A1Am slob rAEL STOP IQRr10 RODOOR INSTALLER DO Dl0 rrG IK CRY Rm DD SEAE W YELLOW HE,IVN W W M NLV. SIa1 MITI. SRE> IMPACT RESISTANT ASSEMBLY DETAILS( DRAWINO 1017 1 -A SECTION B—B MPACT—R I A G ING O ON)B—B MPACT—R I A G ING O ON) TA! DL 1T OIIgVL TIFCOIVSM m— A111L1rIR6E IACA IIM rArE 3Nv I EAWIT. (AETAATI NWE AD rAVOD. oDauTAE nart nNAFE SAAOE SFNAR E1rE01 Rm am AAN FIIOA9. SE' AC R]6NO 11° MCa1DEn'a "VE IRTSFYIEA[ IEDru FASTDIm 10 FRAW RNA. w m D0011ASSFIIIT NS1Ai1ID M OORWICC EII11 lIQ $TIOI YFEIS M STANDARD ASSEMBLY DETAILS DRAWING 10 171 1 -B FRONT FRAE WITH V.Y. ODOM ON O117D[ SAWCE 1 71IN11 NOTE TNT EIIONT TRAVE E wIEq.EO Tl4M J- AFSSTIVfT FRWE OAD S 11ODFD NSDE LITE IETADIER SJ/{• rNl NFAO SOEY. STANDARD ASSEMBLY CONSTRUCTION: O' VDN4L ail. bsr O1 1/r ACYRIC IDES AVAAAEE OrTI0N41 AGIMIC OIILIO 6 M9tW1E "M ORIE IDOOa Arr11O4D O7 MASTIC IN ACOOmVICE WITHRC/rVC XA03. MENTRE DOOR ASSa/lT INSEAM N CMYME RTI1 THIS SEC" MEETS M (AND TAN REONDAINOS OF M FLORID\ MWD ODE O1 NNRwTODL NRDIAO CODE IRK MMJM %4ET M AEACE P63M R IERDmDfE FOR WNEXIOEE DOM IEOOa! RFS. OLVTER 13 m/ o. 11 F= q 1 18 OA GEV. INX FACT HERR: SAITDrD TOSTILES-T 1M N3• LD (OE mMm o(NEE. m ` 1(4) /14y/ r NEXT 14 LV. ROLLER [MR NNOE 1G011 FASTENED 10 DID Sill WM ( 4) 14//r• EQT YEM RPM Ao (4) 1 1/s•J/{• sail rArrR 3ays. r 10 VLL NOIO ETW STSFL 11Q1r11 WITH STEELOR INIDN iR YIImEIDlIQ171 LT1DE c-c ti TIE DESOI OF M SINrOlONO SIl11LT1AlA1 6a1D113 SMALL WE THE IE9- 4 M rWMOWN OF RECORD FOR M OWN OR MEADNETJCACCOIaV1OAWITH QArOAT NNOM COCES FORMLACS ISTES ON w CAVING. ION ENCNEETC MIX WESMMD, RIM P.E. /45427, P.E. /23537, AS P.E. %91513 NOTE: TRACK CONFIGURATION ABOVE THE DOOR OPENING D06 NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. rrTt DDDIIAL TrsTALa1DO sa0 DOORS AND UNDER T13 CACALM. STEEL FVD BRACKET. 11iR TOP BRACKET DOUBLE HOEiQOMAL 7PACK s/1r. laT RWD IRA laEez EL LDWNIAOITOOMOP710N3• CALV. STm TSALTC 1. NN TNLO mcxia4 DW p M. ET CIER SE4111K% EVQET. RAM I. 1X Bf (4) TRAM EOams FETE [ 3• TSa_ A ARJORf r( AELMIL IpIQCOOK TRACK( 1C DDaR NsrA1aA NR) DOORS OVER Or TALL QrA1OrILV-. STEEL MD MICIEX WOOD ago TN 133) E• QALV. STEMTAT.WE TRACK TNAKHM MIL 6 B MNILL fl&E MCAD74TARNM& ffNOr 10 DKNED 3r O.C. Alm, FO1 DOOM am1• 1E•-0• HECK TRACK COIrTON1AT1004 SWLL IIOE DKRID ICLOIIAI VACWPROVIDEDA.YAISCLT FACTORY IN NOTE DUAL IF ROO. 3- VC IDESIGN LOADS: + 24.0 PSF k -24. 5 PSF TEST LOADS: +3E.0 PSF R -37.0 PSF Florida Building Code Online Page 1 of 3 BCIS Home j Log In j User Registration Hot Topic Submit Surcharge I Stats & Facts Publications FBC Stag i BCIS Site Map I Links Search db a si r Product Approval USER. Public User ihi-i:N7+kF Product Approval Menu > Product or Application Search > Application List > Application Detail a "r1 re i FL # FL17499-R1 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved F9 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlmger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Unch, PE Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 Year 2008 2008 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 2)-0-fApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 3).r)dfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2).pdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5).pdf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-8X84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (SO).DdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9).pdfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 165 SH (Fin 1 Im ct Design Pressure: +55/-55 Done.Ddf Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Imoact 3).odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Imoact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A Ddf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).Ddf FL174R1 C CAC MI Windows=185 SH (FinI112 f DesignPressure: +60/-60 Other: R-PG60 FL17499 RI C CAC MI Windows - 185 SH (Flange) 10 df Quality Assurance Contract Expiration Date 10/ 08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.pdf Created by Independent Third Party: Yes 17499. 5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC APC(13363)E1729.01-109-47-R0 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) 13).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) 14).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60* 11 , f Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 06-02550A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 11102 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH TriDle Fin) 3).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH TriDle Fin) 4).DdfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple Flange) 3).Dd FL17499 R1 C CAC MI Windows - 185 SH TriDle Flanoe) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A..df Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin Fin) 3).DidApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin Fin) 4),DdfDesignPressure: +45/-45 Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin Flange) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Flonda is an AA/EEO employer Copyright 2007-2013 State of Florida.: • Privacy Statement •: Accessibility Statement :. Refund Statement Under Flonda 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 mad 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 zn M '-'fit Cred'sI Card Safe http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Ji; I E`, T-1= I SHOWIa PERFIN IS CFSIGNFD AND I:ANJFACTLIRFD TO CO:JrIY WITH F"Lc:UIREM-IJ'S C;- If-L F'_.)^!IDA B_:ILDING ;0:1L INCLhDNO (HE HVI-Z 2 ',,'(-)OD FPAVI\J AND NV;2')Nr ^FNING TO 3E ^=SIGNED AND AN,--'ORED TO PROPER'-)' T'ANSFE7 ALL LOAD TO S_RU;:TI,RE F:AMING AND MAc.Of.P" CDENINC- IS THE PESPCNI' BILLY OF I -IL •Pr`HfLCI 0 Lr:.CdEER OF RLCC4D IX BU(,r. OVIR IAAT'c:- JRl/CC)NCRFTE IS CIF'TIJIJA. . 4 '.';HE;Z SFILJ rrP BUCK THIC<N' `•S IS LrSS THAN 1-1/2" WINDOW UN T5 MLJ3T RE AL(,I-ORLL' l I+ 1OJCI I 11 IL FRAe; L INCCJRD fJCE WITHt MANUFACTURER'S PUBLISHED g7ALIAT-fl INS rUIC Thh AN;,. CPS SHA.! BE SECURFIY FASTFNEr, DIRECTLY INTO MASCNP'. C0N:'FL1` OP 011-EF S RUCTURAL SLIBSIPAIL MAILRIAL t411L`L 4vnOD DUCK THICKPI SS IS 1-1/2" OR GRLAILR. LUCK SHALL BE .LLUf:C F `SILVLD 10 M)SON_2Y. CCNC:RE1E CR O1fil-: VC:CD R SIN'LIC1U[tAL SUBSTRATE. WINDOW UNITS MAY PF AN;:HORFO T,H^, ),IGH 7;;A.'F TO EC:•PFD 3h!:d IN AcC,ORCAhC= WITH fdArlUFr,CU?Lh'_, PLIULSHLJ IN4:TALLAfON CJSTRUCIICNS 6 WIILi' 'X BUCK IS HOT USLD _ISSIMI-AR VAiLcIA_S MIDST 9; SLPARAIL_ WI111 A('kuVLD COATI•-G OF. MEV9RANE L C,-01J COATING OR AJFMBnA\F I; THE EESrOW;51LITI OF TIE ARCHIIE-T OR ENGINEER Cl- RECORD Blf KS SHA I FXC ",D BF]'r;YD 'A' N:: ::':: INTRIOP ^ACC SJ T-10T FIJI , FRAME SUP'ORT is PR)VIDED. 5 F,)R I'll I`IS-A-LATION SH M AS N C`_D --OR RAMS INSTAj_A71C)N SHIM AS RE00rE7 AT EACH ANC -OR L(,`A_ON 'AITH LOAD DEARING SHhJ SIIIV WHERE SPACE 0= 1/16" C.. EATER C(UF,S. MAXIPUM AI_LOIFAP.I_E SHIM ACC -0 BE 1'14 2 SI9y5 SHA' l BE 1 O',ATED, AFT'I IFD AlJO b,ADF FROM MATERIAL AN-: TH CKNEFIS CAPAD; F 01 SUSIAIN04, APF'._IC,:A3._F _",AI)S I'+•IND LC\D Llirv\TP:i FACTOR C;1=1 c :":AS US['' 70R IN000 ANCHOR C%:_CLIIAT10N5 FRAME MATE,PI"d_ Ex1RJDED RIGID F:,, U;JII'_; fd,;ST CAE GLAZ_0 PER AS11:-1300-0jL/09. SEE SIJ_EI 14 FOR G-ASS DEIAT_a 13 APIROVEL, h-1PA!;- PROTECTNE SYSTEM IS-NCT ?EOIARED FOP, THIS PrODJCT IN 'Wl",D BOr,r,E DE7r,_, REG'Cl-N S. FOI•. ANC:1100N. IPRCUGE FRl INIC: '.:0(J01 FRAfXNG OP. 2Y, dLCK USE #8 NOOD SC;RLW'S PITH S1,=F CIENT _ENGT4 TO AC,-I17-VE A 1 1; A' M-NIMUM EHFEC,)6JE"JT IIJTO S'JB3TRA-_. IC.uAIE A`XC IONS AS SI;OWN Ih LI_LVATIGNS A%l' INSTALLA-C:r. DETAILS. F- I TA9LE O^ ON-ENTS lSlfLCI NO j DESCRI'TION I i W FLS 2 - 4 LLL'VAf,ONS 5 - 13 I INSTA_LATIC`. DETAILS 14 ',OfAfl-)NFIJTS NE\'_I`lrli ' I R v I Ulr i'TION I LATE I AIP OVED A I P.EVISED ANCHOR SPA;IIJ(• k 'CHARTS 1 07/ 1I, 201 Cl R L 15 FOR A.V:140FWJG 11IR.^.LGII FRAME ihl-O WOO-,FRAMI'JO OR 2Y• BUC.I< .ISM N I O R•!X;D Cr_:'sS 'I:ITS Sl1 FUCIEN` LENGTH TO ACHIEVE A 1 1j%" Fdl`•.ILJ,IF.1 ELIBEDMENT ;NTO SUBSIFAAL LOCALL ANCHORS AS SHOWN IN L L'.:AIIONS AND I'JS;AL_AT014 DLIAILS 16 10H A'XHORING THROUGH FRAML N:0 MASONRY/CONCRE E USE 3/16" fApCONS 'NIII SUFFICIENT _P,GTll ;C ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE 'vtITH 2 1/2" V11,11MUM EDGE DISTANCE LOCATE A4CHOR, AS. SF'0'A'N 1'4 ELE'VA!IONS AND INSIALLA.TION DETAILS,. 17. FOR AVIICRllIG THROUGH FRAME INTO METAL STRUCTURE SL #10 56'3 OF SELF DRILLING SCREWS N!IT"I SUFFICIENT LC_NGTH TO ACHIEVE 3 ?+READS V'INIMUhA 13EYO`-D STRUCI,,RE IN_F IOR P!A.LL LOCALE ANGHOPS AS SPO•NN I'v ELU A110`1S AND INSFALLA110N DEIAlk-S, 18. All FASTiJFRS TO 3E CORR,iS Olv RFSIST,A;IT 10 RCS1A1,11TION ANCIORS :,"HALL BL INSTALLED IN WITH ANCHOR MANUTA;,ILIRF1PS INSIAIIAHO;J IrJ57Rl1CIlOh15 AND ANCHC_,q SHA'. fJ(i1 BF 113`;: I'll S(NST ;ATES WITH STRFNCTHa I ESS THAN THE MINIMUV `>TRRJGTH SPFCIFIEH 3F' -Vi A WOOD, MIN11dU11A °LCII C 1zli AJOY OF G-O 42 B CONCREIE• MINIMUM COMPRESSIVE SIRE'JGIH 4F ',OJO PSI MASONR,Y HCI LOW, 411 LF'D SLOCK PER ASTF', C50 ',YIfF+ Fn =2.000PSI F.4INiMl.IA D. ME --a STRUCTURE: STECI 18(:A. (048') F}-33•CSl, F U=52KSI OR Al UMl'J'JM 6063-T5 7U=3OKSI 048" -HP_'K MINIS; JM SIGNED; 0711212016 I WINDOWS AND DOORS 650 WEST MARKET SfREEI GRATZ, PA 17030-0370 s R• Lpyii ter •GENS 0y 5 #= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52'X84" NON -IMPACT PNOTES S1 tv0 • AT OF F•(OR1aP 0 a<rn r.w ve Fwv N.G. 08-02546 A/i`SI• ab` iirAlil\\ ran NITSTS "A12/05/14 "1df11 OF 14 MAX rFaIAF V:IDIfI F:'•N I wY, ,I C 'I i' MAX I I i 15 1•A r: C I 54.. I R AML 1 2" MAX 52" MAX FRAME >1,107,H Y_ MAX cc 2 16" M'AX J C O/1 FAA FRAM__ l HEICF'' I % I 185 ALUMINUM _SINGLE _HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #I FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING I IMPACT RATING F60.0PSF NONE NUTES I MA'1JMI,A+ Si•SI I 51: ! ', I" X .58 2 MAX111,1V t4$FI D I. 1). 4,' /8 32 1 /2" 3 MAY11>41-K' • OEO D I. 0 ' 49 " /- X 45' HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE ATJAMBS Fh`I(1h1t DF5C?PT:nN (',ATF R-_YICE: ANCHOP SPACINC h CHARTS 07/11, 20"f R L CHART #1 UNITS INSTALLED WITHOUT FILLERS Number of anchor locations required Frame Fame Width (In) He lghl(in) f600 Head Jamb 24.00 Head J m6 30.00 Head Jamb 36.00 Head Jamb 4Z Head 00 Jamb 4800 Head Jamb 5200 Head Jamb 2400 2 3 3 3 3 3 3 3 4 3 4 3 4 3 3000 2 3 3 3 3 3 3 3 4 3 4 3 4 3 3600 2 3 3 3 3 3 3 3 4 3 4 3 4 3 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 45.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 6600 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 2 6 3 6 3 6 3 6 4 6 4 6 4 6 7500 2 6 3 6 3 6 3 6 4 6 4 6 5 6 6400 2 6 3 6 3 6 3 6 4 6 4 7 5 7 NI WINDOWS AND DOORS 650 WEST MARKET STREET GRAIZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS IM_WV Ugh: N.G. 08-02546 12/09/14 a"'h' 2 OF 14 SIGNED: 0711212016 IR I I LI0 O E N y fAT E OF t0ROft-•6\ 52VAX FRAr.1E WIDTH - -- 2' MAX ------- - 16" R+,.CX _I 2 . 1,JAX O. C. L r/ IE" E).• v i F,.(„ i 84" i 1, 1A< 1 ----- ---------------------- f H- I 52" LWX RAJJC x'IDTr — I I I ; I 16 4. 1 •.X T _ LiJ r, iiI- IEIv- I it I U 1__ I i 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM_ SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE& FINLESS WSTALLATION FLANGE& FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART N2 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART F2 FOR SMALLER UNITS REOUIREO ANCHORS DESIGN PRESSURE RATING I IMPACT RATING t60.OPSF NONE rJ'-jTE`-, I tiA(' Id l_A' SASH SI!! SI" X .',"i" 2 r• AA XIMLKI SASI 1 U L 0 4 1 5" X .12 1/ 2" 3 `JLX EAW,' CO ') L 0 r' % 45'. METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS sr wglpil: ' nf`..CFi. new I ('.ATE a.-::OIT_0 P.=YISEO ANCHOR SPACING k CHARTS 07/ 11,•'201F RL CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor locations required Frame Fram• Width ( in) H.lynl( I.) 16.00 Head Jamb 24.00 Head Jamb 3000 Head Jamb 3600 Head Jamb 42.00 Head Jamb 46.00 Head Jamb 5200 Head Jamb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 3000 2 3 3 3 3 3 3 3 4 3 4 3 4 3 3600 2 3 3 3 3 3 3 3 4 3 4 3 4 3 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 4800 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 6000 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66 00 2 5 3 5 3 5 3 5 4 5 1 5 4 5 72.00 Z 6 3 6 3 6 3 6 4 6 4 6 4 6 7f.00 2 6 3 6 3 6 3 6 4 6 4 6 4 6 6100 2 6 3 6 3 6 3 6 1 6 4 6 4 6 MI WINDOWS AND DOORS 650 W' LST MARKET swu GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"XB4" NON -IMPACT FLANGE &c FINLESS ELEVATIONS N.G. I 08-02546 A" NTS °"` I 12/09/14 "I"' 3 OF 14 SIGNED: 0711212016 MAX f< VM F (41 T I— 52' FPAKFMAX T 2' MAX PAI 185 ALUMINUM SINGLE HUNG WINDOW 5,"'Mi\Y. FRAMF L•9DT14 ---- 2" MAX i MAX C)" C. 2 MAX 11 i Ili II I D" MAX OC 84" HAt FgA:'L HEIG-IT I d I I I' I ill X 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART N3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART N3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE Rr•snrJs ' 6MCRIFDON Cf iE .,rr^Oyrfi P,^l"'_--Fr lIJC1 q;R SPACING N CIItR"i i 071112,2018 PI CHART k3 Number of anchor locations required Fnm• Frame Width (In) Helphl (In) 16.00 24.00 3000 3600 4200 4600 52.00 HAS Jamb His Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb H65 Jamb 24.00 3 3 3 3 4 3 1 5 3 5 3 6 3 6 1 3 3000 3 4 3 4 4 4 5 4 5 4 6 4 8 1 4 36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4200 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4800 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 66.00 3 8 3 8 4 6 5 8 5 6 6 8 6 8 7200 3 6 3 8 4 8 5 8 5 8 6 6 6 8 7800 3 9 3 9 4 9 5 9 5 9 6 9 6 9 8400 3 9 3 9 4 9 5 9 5 1 9 8 1 9 6 9 SIGNED: 0711212016 MI WINDOWS AND DOORS nIo L„ ilA>,dtULl 6A_,I L 5i" X 3fi^ 650 WEST MARKET STREET 2 ` O,'WUM SAS), . '_ 0 - 47 5/ 8` > 32 1 Q GRA)Z, PA 17030-0370 GEMs •lT+ XntUa I r,<ED D_L.`. 4g 1 • " + 4 ". FRIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 • *= 52"NON-IMPACT 9' FINFIN ELEVATION 5 O•,• $$$$ tAT OF ,j` i'FS 'c(pR1`P'a\• HARDWARE SCHEDULE ORa'YIJ CW91.0 RFY N.G. A 2 METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL o• r 08 502546 NALT 2) BLOCK ANDTACKLE BALANCE AT)AMBS NTS 12/09/14 4 OF 14 WO ID OR -,,X PJ,K UY orhcr- wc'(,R Roo e,- AP EXTERIOR U Ac K:P -"OU T Al,,OP FRAMWC CR P,-j(:K BY f , IHCIr13 2 " k41I A FDCA [) NANC[ 1 1 ;4' MIN 4' M A SHIM SPA'-L 10 WOOL) SCR_,N INTERIOR I I TO R0E ISET U LDSTFLI(,TLjRAL z 114" MAX VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I 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 METAL STRj(, 1UNE n- OTHERS APPR(fi ' ; L-'-) SEALANT BA,- YEq - ROD AppPc"VED SA,ANT METAL-,,, STRUCTURE BY OTHERS 1/ 4" M: N 1--T LD(; C DISTANCE 1 ' /4- MAX J— SHIM SIACL 10 SUS OR SEI = DR LLII` If, FLO! VERTICAL CROSS SECTICIA METAL STRUCTURE INSTALLATION III TO PE SET 114 A EL? OF APPROVED STROC:TURAL SEALANT 1/4" I1AX 51 IIM SPACE r,,ATF >,IPIUVE RrI -S t) AIJr.1-ORSPACING & ,F-AR 7/11/2016 Pi 1 1/4" MIN I //a' LMSL.L)M'- N---- S14) S' ACE INTERIOR b 11: fq ulk u INOOD FRAIAIN(3 of 2X EXTERIOR BiCK BY OTHERSEAC%.LRh- UL, APPROVED JAMB INSTALLATION DETAIL WOOD FRAMING OR2X BUCK INSTALLATION I/-' MAX I- IM SPACE IC', sills fir, SELF DRILLING INTERIOR KNEW', EDGE EXTERIOR META'- SrRUCiCRE 131 OTHERS DIV' I, ROD A APPROVED SCA'_ AIN- JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 AND DOORS WINDOWMARKET M650 WIESTSTREETS1k .. L or, ENO' GRAT- Z, PA17030-0370 Lp SERIES 185 ALUMINUM SINGLE HUNG WINDOW z 11 52"X84" NON - IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS o TATRIF 0 DR,WN Riv N. G. OB- 02546 A ONAL N\ 1'3'ml NTS 12/09/14 1 11"15 OF 14 L 1/2" MI"?. I?Ge ftI T AN,;F CO JCR_ILiMA501pr' —---------------•—---- __ ---- Bf O"HERS d n d ' nP1IGNA; 1X K -- d I 1:4" MIN, S=C NC%lE5 3 - 7 ' _ EMBEDMENT 4" M, DACKI R ':.^_D SHIM SPACE SE LENT EXTERIOR s= 3%16" TA —'CON PEVS WI S GFS: riPT.(CN DATF .». rn,TD RCVSCD AIJU,JR SPACNG k CPARTS G7/tl/20t6 Ri 1 11 4" MIN LH,BEDMLNI — I C)NCRFTE; MASONRY I; 4" FAAX UY OTHERS \ . Shill -.P A.CE I• 3/1G" TAPCON I l INTERIOR I \ llt 4EI - I_ INTERIOR 1 / 7 ! ` I i -1 - - MN F DG = ' I --- L I S'U TO RE SET RACKER POD p / IN A 9ED O A-PROVEI \ /% AT U'CTURI / STRUCTl1RAL SLALA.10 xtVVJT OPTIONA'_ IY, PUt7< -- \ - t - L,_ • Sf h`1T, EET 3 - / ll,/ F SH M SPACLH1 -_---------- O* P;RFTF/fl.AS)NRY UY 0 T __-, 14 VERTICAL CROSS SECTION CONCRETEAMASONRY INSTALLATION DISTANCE I I.'"--------- ----- - - j \ EXTERIOR I L r--ACKER ROD Z• AC'PP.OVED Of IUNAL 1 x RUCK - Sf A! AN' SQL NOIES 3 — SHEET I JAMB INSTALLATION DETAIL CONCRETEIMASONRY 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 650 WEST MARKEf STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS nRMYN M. .A. F N. G. 08-02546 IJTS I o" 12/09/14 '"`f16 OF 14 SIGNED: 0711212016 ENS"'. 9P SATE OF0. X1, 2" M1N FDGF CI' ;ANCF I CCD RA•'VNG — CP 21 HJC.K Hy orpLl S RINCKrR-- Alr KI)'VFD SLk.ANI Li I \ _,IIIM SPAW', APPROVE:) ii k 10 .u'm SC'r li HIG 7 r Li-F, INTERIOR kit I STP •i,TJ p` CTHE I ILLLI? 1 114" MIN r iEXTERIOR EXTERIOR i n SILL 1PE SE` Pt A bL7 OI APPPOV= D STROCP RA_ UA"; KLR ,"'OU SLALA%II AP" R:ivFD'I 1 1 !• 1" bh:n pACY.EK ROD SH IJ SPACE d APPRO:ED l i; R 1X BUCK BY OIHCv"s META STRUCTUR BY OTHER 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 E21 12 5/ 4' 111N I LDGc DISIANCL VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 114" MAX, S r_ I qM -,-ACE 5\ 45 OR DR' LUN G JI I, ` C 9F SFT IN A 3ED OF APPROVED STR JC,T,IRAL SEA! Aca; 1/ 4" MAX SHIM SPACE Rtv* wn. ' RN DFSCf, D01 I CYTF R^ v'SFC NJCI. iR SPA;,ING A CHARTS C7/11 /'JC IF R I --- 1 1 /4" MIN 1 /4" F,'AX LMBLC'. J_NT SHIM 2'',:A('E MIN \ INTERIOR i 0 WOOD IJ1-' •\ .1-- - - --- i I, Si,'4LN; ;------- Ex -------- WOOD I'PIWING i oh 2X BUCK EXTERIOR BACK= R ROC BY OTHERS RIGID & APPROV,_D FILLLIJ SFA tAI4, JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL --\ _ _ 1 /4° MA;! STRUCTURE S 1Pd `_`PACE Pf OTHERS 410 SM S OR —• INTERIOR SELF DRn I ING C' JLV,1; i 14„ tt MINEDOE Ll DISrFNC - - Q _ EXTERIOR RIGID - pA,:KCR ROD ILLLN At APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWSDOORS IIL/0 5ESTMARKET GRATZ, PA 17030-0370 STIR GEN0' 9p fit• 0, 5 k SERIES 185ALUMINUMSINGLEHUNGW114DOW5NON-IMPACT FLANGE INSTALLATION DETAILS WITH FILLERS 88$TAT OF O k F•'°(ORto N. G. 08- 02546 A llllllll` I—' NTS -- F12/ /14 ="P-f'7 OF 14 2 I; 2' 4R: L I? ;E DI ETAN :E BY OTHERS e MIM S_C NOTES ' - 7 EME)EDI.tENT eHLE- 1 y -_ 4MA): JA:: xI R NOD - SHIIA S PACE f, P, RCvFO S54'_ ANT RIGID 1 rIlIEn3; 16" TA -'CON EXTERIOR ! INTERIOR r I 1FTEI S'I I TO 9F SET IIJ A BED Or r iLD Ar' PRQVE7 STRUCTURAL TRUCT(JRAL SEAL;' 11 IL CE4LAiJl 0PTI0tJ. AIX BU LIkX i HS= E- 1 SKIM SPACE yCRETF/I/ A-,: R` 4 4 VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 1/ 4'. 1.ml _. LIABEDMELI CONCRETE/ MASONRY -- r:Y UTI,ERS -- 3/ 1 G" T A CON i i I aEv' S rer DEMPIPT4N I SITE A^:'t'GLTD RP<ISFC A14r_PCR SPACING k CHARTS I 07/11/2016 PL CT'IIONA'. 1X TRICK SITE NI); F; 3 - SHEET 1 1 / VAX 101,4 ,,' ACE ILI MIN 5FI vklOPINIISTP.'JCEEDGFi I • EXTERIOR f BACKERROD RIGID -' e. APPROV' D FILLLR L, A' ATE T JAMB INSTALLATION DETAIL CONCRETE7MASONRY 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 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM -SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITH FILLER Pl-'WN N.G. 08-02546 A vr 14T5 I DA" 12/09/14 G11118 OF 14 SIGNED: 0711212016 r,•\GENS; 9iP k o 5 OF ; w FS :c ORIDP •6\ 2" .i•IJ i- EDGE D S A;:CE HOOD 7PAJ,VNf, CR : ' PLA:K UY OTI,Lrt`, A1ETA_ TRUE: ORE U1 OT"ERS AP F"V[1f fI ;4• MAX IA_P,NI lj I IIM SF,4CL APPRCNL>> 1= J n L` sr•. INTERIOR EXTERIOR I J nI SLL TO 6c"_ SET I ild A L'LD 01 Al - ,ROVED TR',k_-ORAL NAC'K=R 'ioD - SLALANI Mr-.X V SPACE Vl'CCD _RAIX1 .G OR 2X 131,Jf:K BY /11I.Lf.•) VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I. 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 EXTERIOR I I1 Jf 1 9 Ij I BACI,FR 110C APPROV_L SEALANT METAL STRUCTURE BY OTHERS 3/4' `.SIN LDGE DIS LANCE 1 t" I.MX 1 1/4 MIM SHIM SPACL Uf:?LIiMJJf 1 /`2 Virl FFIG: OISIA14C:L , l SFLF DRILLING RE_W SCRL''vV V.000 FRAMING - ult 2X DUCK VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SI_L T V EE SET IN A BED OF APPRO',D ST RJC: I LJ:AL SLA_Ar.I REV'? ,Ih • DESMPTON .1E • avEn P.E•.+1_[D A14--PGR SPA•CIN6 R CPARTS 07/11/20 161 RI, 1 / 4" MAX INTERIOR Y OTHERS PACI(ER ROD 9 A-PROVLD SLAI Vl JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I/A' vx, srr SPACE i 10 SMS oR zzari INTERIOR FLF 0131111rJG SCREWS 3/4" I , M'N_ FCGF DIsIANCE 11 EXTERIOR tJa" MAX b'E7A-D4'_I:Ei' ROD 1/4HIM SPACE `-} 1rlICfLI,E & APPROVE-) LTY OII'LR`._ :,EA ANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS 0111101111// R LoTf// 650 WEST MARKET STREET GRATZ, PA 1 7030-0370,••GENS* J S 9t, 0,25 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT t - FINLESS INSTALLATION DETAILS WITHOUT FILLERS D TATE OF ,t ZORIDP Z/04* , N.G. 08-02546 A AL 11111111110IJTS ""' 12/09/14 s'"'9 OF 14 LIEAA7 'OW," 3'( 6T, 'i E R S ONAI 1', BUGS SEC 14CTES 3 - 7 SHEE 1 A, APPR(VF0 SLALAN I 2 ' /2 " V 11. I oc;F DISTAHCP EVERLDVIEN1 1,14" MAY PiI -- — ----- kSHIM SPACE 3/16" TAPCON EXTERIOR INTERIOR SILL TO BE SET OF BACKED POD D A-'PR'OVELI ST.UCTURA_ SLALAI'll SFALA',Ir OPTIONAL IX M.AX SEC N!)1%3 I 'ACE Of VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION Rtv?ols REv 0F&Cr.6'T.0N r'Alf A I R-Dosrr, AW-1IOR SPACING & CHARTS 07/11 /2r, 161 p I 1 1/4" Mai L1,4?LL)MLNI 1 11 CONCRE_E/MASGNP+ -\ 1 1 Uy OTHERS F 311116" TAPCON MIN i a F DGF DIS li"ICE LI ' • 1 9EXTERIOR 1 4V i U rm rl lj APPROV ' ED SLALAN' JAMB INSTALLATION DETAIL CONCRETEIMASONRYINSTALLATION GPIIONAL 1X FUCK SEE NOTE; 3 SHEEF I I ' MAY. VA SHIM SPACLINTERIOR 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 SIGNED: 0711212016 M6I AND DOORS WINDOWSARKF 50 WSlESTMTREETGRATZ, PA 17030-0370 Vk L W SERIES 185 ALUMINUM SINGLEHUNGWINDOW5652"X84" NON -IMPACTFINLESSINSTALLATIONDETAILSWITHOUT FILLER Ai7 A OF tu fAfOF1" NGNT 08- 02546 1 A S/ OPM NTS I` 12/09/ 14 15"`"10 Or 14 111111110\ 1 : 2" MIN EDGE DIS_A',CE w0OD sRA l N(, - GR :A FUCK UY OF14EI<, dAf'I-=R ROD G' AhIFr•,vF(', MAX r ILLLk, %,' 10 woof) .,co. i. i t_ INTERIOR I EXTERIOR J 6ACI'EF :OU — P< AP f.O`;FI? E!•.-ANT WOOD RA'AIr;O OIL rX BUCK BY 111PEI S MFT.AL —• STR! :,'I URF U}' U"1CRS APPR&!EJ — Et•nr.- j4• '.,IN LDGE ')iSfANCE 1 J4" MAX r SHIIA S,"ACL fi i R16D - I 10 SMS OR E! F U R'LUNG EXTERIOR SCREW r rt J I_ INTERIOR i SI__ -0 BE SFT j ir. A DED OF AF-PnVED TR'JCT IRAL SLAI AN f 1/4" IVAY FACkcR F SHIM S A.CE k Fr?Jd SL_ALA 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 MET SP UCTU BY OTHE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SIT, TO F-- SF -- I'll A BCD 01- Ar-IROVED STRIICTIRA; SLALAN1 1 f 4" MAX SHIM SPACE REVS rrtG • RN DFS4flnTOr: LFTE a=: GrLD R^C h CHARTS _ _ 07/1 1; ;lr, I Fl R I. — - 1 1 /4' MIN 1/1" MAX LIkJLDMLNT SHIN SPA:,L 1 INTERIOR IMIN 1• %• cDGL j EXTERIOR wo•JD FfieralNG ` OR 2X BUCK OTHERS i ROCBY A>PRiVLp RR SEALPIT FILLER JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I"_ TA_ — STRUCTURE I Ija' MA•v, SHIM SPACE cz irrr 10 SMS OR — INTERIOR SFLF DRII t ING C14LVv 1---"--- arum n r J 4.. MIN- I D - STANCE J(r EXTERIOR i RIGID - BACKLR ROD FILLER A AP ROvEJ SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 416S1tir' IwDONIEST Lo MaRKANDETSDOORSTREETS5lk. i GRATZ, PA 17030-0310 v •*\GENS*•il+' SERIES 185 ALUMINUM SINGLE HUNG WINDOW 095 #= 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLERS O STATeLLv` 1>t•. wrJ a; RFv F•'P(ORID.' - n issONAL• E G\ OS <02546Auurn, a NTS 12/09/14 11 0. 14 I1111115 I- 2 - 12" UIN HK',E D,'TA14C.F ONCRLhI,"f. PY .._ . E',]HEDM9-N1 S'_C tJC!TES 3 - 7 r' S E IE{ECME'Ji CONCRE'E/ MASONRYF- 1/4" MAY U'Y OTHERS UAClh R PC C SHIM SPA:.E c_ AP PROVEC J I v SLALAN! / 3,%16" TA'CON 3/10" 7AICON FIIA FR r i G 1 I 1rk4 _I_I, EXTERIOR IFrrr INTERIORI.- I I T/z" t.{I'J EOGF RIG1C — J 1_LFP, I S L_ "O DE SET BACKER ROD I I: a BED 0_ A='PROVED c A -'PROVED \ i` i STRI,CTURAL SEAL4N1 S=.A;AN OPTR)fJA- IX HUia• fL:r J SEC P.'1T:= 3 7 MAY, SI'IM SFACE SHLET 1 C0;*'.RFTF/liic,'-)PIR' - LY ClTilt_Ri n tj , VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION REVIS': RI: DFS,MPT,Oh U•TE REV'3FC AIJCI-OR Sf t-cit G & >t. it 07/11 /`/-0 1 rl f i. Cf'IIOPIA 1X HJCK SEE NO ES 3 — SHCET I / ' VAX Sllu! SPACE INTERIOR EXTERIOR R•^,C ER ROD APPROVED SF,A'_Q4 JAMB INSTALLATION DETAIL CONCRETE/MASONRY 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 SIGNED: 07/1212016 MssolrlwDOVESTMARKEJD LrO lSTREETSDOORS GRATZ, PA 17030-0370 SUB . ti •\CENS gs SERIES 185 ALUMINUM SINGLE HUNG WINDOW tk• 52"X84" NON-IMPACTFINLESSMov, INSTALLATION DETAILS WITH FILLER 0• $ DRIWN w, o RIv i 0' FS c[ORIDP•x' NG. 08 A 7 ONALs02546 fJTs OKF_ 12/09/14 12 OF 14 T 0\\\ 8 ,'; c,oP, — - tirR"r \V G' IAN EDGE DISTA14CE EXTERA i 1 G., MIN T FDI,F 'I AI•ICF SCBi .. EMEEDMENT FRAME!, BY CTHFR 1 j -1 ' MAX, SHIM SFAL`E trAtl,W,LIi1 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 4VGCL' I _ 1;"4" 144A1 F IJcfAING — SHIM SPACE BY OTHERS \ , r 11 J' i I INTERIOR 1 . . 1 ' I EFASEUfdCIJT .. \ _ FYI 14— 7/16" NII, EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION DFSCDIPT, Ik ckTF •A: MED R, VISED AIJC I,CR SPACING k "I -ARTS I 0j11; 2G16 R L 4.. MA*,< NOTES SHIM SPA- 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 vo°r FRAM NI, SIGNED: 0711212016 BY 0` HcRS - M16510 AND DOORSFREEf WESI IMARKETSGRA1Z, PA 17030-0370 r,ENs S SERIES 185 ALUMINUM SINGLE HUNG WINDOW ilk• 0y5 = N " NON —IMPACT FII4 INSTALLATION DETAILS O , $ AT OF ty c[aRtD.G 08 -02543 A e1` j N'A, 11 NTS D'` 12%09/1 4 OF 14 1111 rrEvslnrr, I— 2 V 1 F ' i 7 / $ 1 / I kEV OFSC r,¢Rk7N I r11E A PCuLr I T 2 /., .. 1 a R^_.ISCD MJ:.II R +P: ING k CHART$ 107/11 %791R R I 1___-_ 13 1 G• 2 3: I G" IC -1--r 2 3; 1 G" I FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME _H_E_ AD FINLESS FRAME JAMB CM-18501 CM-18503 CM-16553 CM-18513 ALUMINUM 6063-T5 050' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5 050' THICK ALUMINUM 6063-T5.050' THICK J/ 5 ' 6" 2 S;" i G" 1 /8' MIJ - _ - 1 /8" 4'414 1— METPL REINFORCED I; 91JI:L cPACER EXTERIOR /y INTERIOR 1 I. 3/4" :?;'a" I r_ z •--- _aL cvNE I SEALANT 51 mmI l3_tY'K FLANGE FRAME SILL FINLESS FRAME SILL i — GLAZING DETAIL A CM-18502 CM. 18554 FIN FRAME HEAD ALUMINUM 6063-T5.055'THICK ALUMINUM 606FIN FRAME SILL 18509 ME 3- T5.055'THICK CM-18508 - 3/16" t+t.N ALUMINUM 6063-T5.055' THICK ALUMINUM6063-T5 050'THICK I i 1 7,/1G" 2 s/K, I 1 5 /8" _ I;'H" -= EXTERIOR S INTERIOR j1C " l 2 3/15' _-- 5j8"191TE I^ SILICONE SEALANI I[. rr; 2' Iir J ill' LOCKRAIUST_ ILE FIN FRAME JAMB SASH BOTTOM RAIL MEETING RAIL GLAZING DETAIL B CM- 18505 CM-18555 CM-18504 CM- 8510 ALUMINUM 6063-T5 062'THICK ALUMINUM 6063-T5 050' THICK ALUMINUM 6063-T5 055' THICK ALUMINUM 6063-T5.-T5.050'THlCK 011 SIGNED: 0711212016 MI WINDOWS AND DOORS 011111111/// 11 T SASHSTILE GR 6WEST MARKET T T- - _ GRATZ, PA 17030-03700370 `\ter • •\GENS' J, -- CM-16507 -- v F GLAZING BEAD GLAZING BEAD ALUMINUM6063-T5.050'THICK SERIES 185 ALUMINUM SINGLE HUNG WINDOW = *• 0 5 * = Ve63 V-185 52"X84" NON -IMPACT - - RIGIDPVC 060"THICK RIGID PVC .O50'7HICK COMPONENTS OT` k:a1'N L11 tJ?. HFV i A< (0RV0 N.G. KTS r" E 12/09/14 OB SO2544 OF 14 A Florida Building Code Online Page 2 of 3 FL # Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: LC-PG55. Glass must comply with ASTM E1300-04. Certification Agency Certificate FL15351 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-109-47 Flange.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II 168 HS FIN 73x62 DP55 As Tested 97429.01.odf FL15351 R4 II 188HS Flange Non -Impact Fastener SchedulUp8-01023B. pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511588B.Ddf Created by Independent Third Party: Yes 115351.2 1 HS 188 Fin and Flange Frame XOX 1120x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-55 Other: HS-LC40 Certification Agency Certificate FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780.01-109-47 Flanoe.Ddf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FL15351 R4 II 1881-15 XOX Flange Non-Imoact Fastener Schedule 08-01156B odF FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.01.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.Ddf Created by Independent Third Party: Yes 115351.3 1 HS 168 Fin Frame 173x62 Laminated Insulated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: HS-LC55. Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed outer lite, air space, 1/4" annealed laminated glass comprised of 2 sheets of 3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Imoact FIN 73x62 Product 3.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1 15351.4 1 HS 188 Fin Frame 173x62 Laminated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 1 HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D, Wind Zone 3 Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.Ddf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 4.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FL15351 R4 C CAC APC 97354 01-109-47-RO 97433.01- 109-47-R0.0f Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWIau... 9/7/2017 Florida Building Code Online Page 1 of 3 W ya - •all •c` "' V! fLiiiliirir3Graifiiri+€Gdi3iiiLYl iYh riiriiiiiri7 EMS Home Log In , User Registration i Hot Topics I Submit Surcharge Stats 6 Facts i Publications ( FBC Staff BCIS Site Map Links Search db y " Product ApprovalrrRSUSER: Public User Product AOproval Menu > Product or Application Search > Application List > Application Detail s , FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency . Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved ri MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitl{nger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 9E Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 - Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtH85 72gvd Wlan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 II 08-02357B.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.Ddf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15350.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R8 II 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL1F349 RS AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02948.Ddf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513782.Ddf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 8272.Ddf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 8273.Ddf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R8 II 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 5122785.Ddf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.Ddf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 5122775.Ddf Created by Independent Third Party: Yes 15349.6 185 PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947.Ddf http://www.floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wlan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.odf Created by Independent Third Party: Yes Bark Next Contact Us : • 2601 Blair Stone Road, Tallahassee FL 32399 Phone. 850-487-1824 The State of Flonda is an AA/EEO employer Coovrioht 2007-2013 State of Florida.:. Privacy Statement :: Accessibility Statement : • Refund Statement Under Flonda 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 mad 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 berg_ Product Approval Accepts: Mon®E9© Credit Card: Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIan... 9/7/2017 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 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 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 M6 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 DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME 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. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. 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 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048') FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20, GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS SIGNED: 1111512016 MI WIND DOORS, LLC 11 IIIL/ooWw. MARKETSGRATZ, J\S PA 17030 v•.VGEN3 9,p i 0/5 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON—IMPACT vk= t4<r7(+w+` NOTES 1 , TAT OF 0 nOR{Q't•• iFS••...• GIN i7S ONA j1\ Luis R. Lomas P.E. FL No.: 62514 DRAWN: DWO NO o8—S02357 REV 8 SCALE DATENTS 09/03/14 T1 OF 12 L ROBERTO LOMAS P E 1432 WOODFORD RO LEWISVILLE, NC 27023 434-688-0609 ft as@a 6lomaspe corn 72 1/2" MAX FRAME WIDTH REV REVISIONS ' DESCRIPTION DATE APPROVED 6" MAX —P—r 18" MAX O.C. I 6" MAX NOTES: A REVISED INSTALLATION DETAILS 06/01/15 R.L. 1. MAXIMUM D.L0 69 314'X 68 314' 8 REVISED NAME AND ADDRESS 10/27/16 R.L. I CHART ,71 18" Number of anchors required (without rigid fillers) MAX O.C. Frame Frame width (in) J Height 24-00 30.00 36.00 42.00 4200 54,00 6000 6600 72.60 lint His P..bl HAS Jamb HAS Pambl HAS Pamb HAS Pambl HAS Pamb HAS Jambl HAS Pamb HAS amb 24.00 2 2 2 2 3 2 J 2 3 2 4 2 4 2 4 2 5 2 3000 2 2 2 2 3 2 J 2 3 2 4 2 4 2 4 2 5 2 71 1/2" 3600 2 3 2 3 3 3 3 3 3 3 4 3 4 3ra 3 5 3 MAX 4200 2 3 2 3 3 3 3 3 3 3 4 3 5 3 3 6 3 FRAME 4800 2 3 2 3 3 3 3 3 3 3 4 3 5 3 3 6 3 HEIGHT j 5400 2 4 2 4 3 4 3 4 J 4 4 4 5 4 4 7 4 66.00 2 4 2 4 3 S 5 J 5 4 5 5 5 5 7 5 66.00 2 1 2 4 3 55 3 5 3 6 1 6 5 6 6 7 8JIII71.50 2 5 2 5 3 5 3 6 3 6 4 7 5 7 7 7 7 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 dt 2 - EXTERIOR VIEW CHART X2 FOR NUMBER OF ANCHORS REQUIRED Number of anchors required (with rigid fillers) 72 1/2" MAX FRAME WIDTH Fame Frame width (in) 6" MAX — 18" MAX O.C. Wight 24.00 30.00 3600 42.00 4800 64.00 60.00 66.00 72.50 I 6" MAX ID) HAS amb HAS amb HAS Pamb HAS Pamb Has Pambl HAS Pamb Has Jambl HAS amb HAS Jamb 24.00 2 2 2 2 3 2 3 2 3 2 1 1 1 2 4 2 4 2 5 2 3000 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 600 36.00 4200 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 723233333314343435 48.00 2 1 2 1 3 3 3 3 J 3 4 3 4 3 4 3 5 3 00 4.00 2 4 2 4 3 1 J 4 3 4 4 4 4 4 4 4 5 4 6000 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 1 5 1 L 71 1 /2" 1B" 1111.00 2 1 2 1 3 4 J 4 3 4 1 1 4 1 1 1 5 4 MAX MAX 71.50 2 5 2 5 3 5 3 5 3 5 4 5 4 5 1 5 5 5 TO.C. SEE SHEETS 4-7 FOR INSTALLA TION DETAILSHFRAMEEIGHTI j j REFER TO CHARTS ----' SERIES 185 ALUMINUM FIXED DESIGNER WINDOW N1 & J2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE & FINLESS ELEVATION & CHARTS J.L. 1 08-02357 SCALE NTS — 09/03/14 1 sHEEr2 OF 12 L ROBERTO LOMAS PE 1432 WOODFORD RD LEWISVILLE, NC 27023 434-666-0609 r60masOa 6bmaspe imm SIGNED: 1111512016 IL D J •q i v,•OENS;,t1' 0, 6POFoT(AtT1e 50 `. ZORID Luis R. Lomas P.E. FL No.: 62514 71 FI HI 6" MAX - 72 1/2" MAX FRAME WIDTH — r-- -r 18"MAX O.C. 18" MAX O.C. 1/2" iAX AME IGHT 00 6" MAX REFER TO CHART #3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH — 6" MAX — 18 MAX O.C. —I 6" MAX I 18" MAX 0 C 71 1/2" MAX FRAME HEIGHT I EFER TO CHART (J3 ____ FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES 1. MAXIMUM D L 0.. 69 314' X 68 314' REVISIONS DESCRIPTION DATE I APFRV4Eit REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. CHART #3 Number of anchors required (fin Installation) Fame Frame width (in) He lghl 24,00 30 00 3800 42.00 If 00 61.00 6000 66.00 72.60 HAS amb HAS amb HAS amb HAS amb HAS amb H25 amb HAS amb HAS amb HAS amb 24.00 3 3 3 3 3 3 4 3 4 3 1 3 5 3 5 3 6 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 4800 3 4 3 4 3 4 4 I 1 1 4 4 5 4 5 4 6 4 5400 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 6000 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 6500 3 5 3 5 3 5 4 5 4 S 4 5 S 5 5 5 6 S 7150 3 6 3 6 3 6 1 6 1 6 4 6 5 6 5 6 6 6 SEE SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ• PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION dt CHART DRAWN WIG - J.L. 1 08-02357 SCALE NTS DATE 09/03/14 1 sNIMT3 OF 12 L ROBERTO LOMAS PE 1432 WOODFORD RD LEWISVILLE. NC 27023 434-688-0609 rllomas@dO pe — SIGNED: 1111512016 IR! I LI0 i ter, •G E N S; qiD 0, 6 261 TTATT E OF e Luis R. Lomas P.E. FL No.: 62514 1/2" MIN I EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR , BUCK EMBEDMENT BY OTHERS 1/4" MAX BACKER ROD SHIM SPACE APPROVED SEALANT 10 WOOD SCREW EXTERIOR INTERIOR 1#10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING MIN OR 2X BUCK BY OTHERS EMBEDMENT I 1/2" MIN r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT F SHIM SPACE 1/2" MIN EDGE DISTANCE INTERIORI 10 WOOD J SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD - APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE r 3/4" MIN I EDGE DISTANCE 1/4" MAX. fl r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX F SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX r SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. B REVISED NAME AND ADDRESS 10/27/16 R L 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 SIGNED: 1111512016 MI WINDOWS DOORS, LLC Ili/ 650 W. MARKET J\5 1 GRATZ, PA 17030 v,•\GENSF •J" SERIES 185 ALUMINUM FIXED WINDOW fz: *• 0, 6XCO) 73" X 7N NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS 0 , TAT DRAWN DWG NO REV iiiO iS'-[ORIDP G\ 08 B s OMAlsLENTS °A E 09/03/14 SOEET 47 OF 12 L ROBERTO LOMAS P E 1132 WOODFORD RD LEWISVILLE, NC 27023 LUIS R. Lomas P.E. FL No.: 62514I34-611E-0609 TRomas@Nlomaspe c REVISIONS ` REV DESCRIPTION DATE APPROVED 2 1/2" MIN A REVISED INSTALLATION DETAILS 06/01/15 RL. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 f CONCRETE/MASONRY BACKER ROD 7/4" MAX BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON v EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGE n , SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS a . 1 1/4" MIN. APPROVED a. EMBEDMENT SEALANT JAMB INSTALLATION DETAIL a a ' CONCRETEIMASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE7MASONRY INSTALLATION SIGNED- 1111512016 MI WINDOWS AND DOORS, LLC R 11Lo tlMADXETST. N\ S GRATZ, PA 17030 GEIVSF cp NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT SERIES 185 ALUMINUM FIXED WINDOW*• 41TATio 61 *= NOT SHOWN FOR CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS OF • ` W ` 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN DWG NO iO/l^ • 'c O Ot" REV R \ \ iS/pNAL1ENG\ O8 SOEE3S7 B SGLE DATENTS 09/03/14 5 OF 12 L ROBERTO LOMAS PE Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 FL No.: 62514431-688-0609 illomasCWkfomaspec TI 1/2" MIN I EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1 /4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENTBYOTHERS I 1/2" MIN r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT SHIM SPACE r RIGID FILLER 1/2" MIN.TA / EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING VA EXTERIOR OR 2X BUCK BACKER RODBYOTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT META STRUCTUR BY OTHER 3/4" MIN EDGE DISTANCE 1/4- MAX. fl r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR SMS OR DRILLING W FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX. I r SHIM SPACE RIGID FILLER 3MIN. EDGEE D DISTANCEINTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L B REVISED NAME AND ADDRESS 10/27/16 R L 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 SIGNED: 1111512016 MI WIND DOORS, LLC R 11 0 0WMAWSRKETST.`\`J\S 9x OENGRATZ, PA 17030 v, • q SERIES 185 ALUMINUM FIXED WINDOW*• 0y6126 * 7X 72" NON —IMPACT a ( FINLESS INSTALLATION DETAILSS WITH RIGID FILLERS 0 , TAT OF , DRAWN Dwc No REV 0'c s (ORIDt' 08 B//// 0NIAll110\ SCALE NTSDATE09/03/14 sOEEr67 OF 12 L ROBERFOLOMASPE 1432 WOODFORD RD LEWISVILLE, NC27023 Luis R. Lomas P.E. FL No.: 62514 434-666-0609 rllomas@Irbmasp&mTi REMSIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 RL. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN EMBEDMENT OPTIONAL 1 X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 T CONCRETE/MASONRY BACKER ROD 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON v EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" VIEXTERIOROPTIONAL1XBUCKSHIMSPACEMIN. SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE CONCRETE/MASONRY 1 BACKER ROD BY OTHERS n 1 1/4" MIN APPROVED SEALANT a EMBEDMENT JAMB INSTALLATION DETAIL e a ' CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC Ik IlClooWWMADKET GRATZ, PA 17030 J\5 Q,••GENs 9+ NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SERIES 185 ALUMINUM FIXED WINDOW NOT SHOWN FOR CLARITY 73" X 72" NON —IMPACT 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TAT OFAO ; DESIGNED IN ACCORDANCE WITH ASTM E2I 12 DRAWN DWG NO REV F••tOR1OV J.L. 08-02357 e ANAL7jIII1111110SCALENTSDATE09/03/14 SHEET 7 OF 12 L ROBERTO LOMAS PE LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 FL No.: 62514434-666-0609 dI0m CMhl0m pe wo WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE 1 /2" MIN r EDGE DISTANCE 1 1/4" MIN EMBEDMENT 1/4" MAX SHIM SPACE 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE 3/4- MIN, 1/4" MAX SHIM SPACE 10 SMS OR LF DRILLING REW EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW RIGID FILLER BACKER ROD do BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX. SHIM SPACE WOOD FRAMING 1 1/4" MIN METAL OR 2X BUCK EMBEDMENT STRUCTURE BY OTHERS BY OTHERS 3/4" MIN I _ 1/2" MIN EDGE DISTANCE T EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT SHIM SPACEF 1/2" MIN. 3/4" MIN EDGE DISTANCE EDGE DISTANCE INTERIOR 010 WOOD 10 SMS OR SCREW SELF DRILLING SCREWS WOOD FRAMING OR 2X BUCK EXTERIOR METAL BY OTHERS BACKER ROD do STRUCTURE BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION GATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL. B REVISED NAME AND ADDRESS 10/27/16 R.L. 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 INTERIOR SIGNED: 1111512016 MI WINDOWS DOORS, LLC tR llL0ma w. MAAND K ET ST. GRATZ, PA J\S 9iP17030r••GENS SERIES 185 ALUMINUM FIXED WINDOW 0 li 73" X 72" NON -IMPACT a EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS q] , TAT OF p' cFS'rCOR10r•G`` BACKER ROD & SEA DRAWN L. owc No 08 -235 REV B S111111Al1t0a\\`\ BEHNDVEDFLANGE NT LESCANTS °ATE 09/03/14 SO"EET87OF 12 JAMB INSTALLATION DETAIL L ROBERTO LOMAS P E Luis R. Lomas P.E. METALSTRUCTUREINSTALLATIONf432W000FOROROLEWISVILLE,NC27023 FL No.: 62514 434-688.0609 ftb as@Mlamespewm 2 1/2" MIN EDGE DISTANCE CONCRETE/MASONRY BY OTHERS ° ' 1 1/4" MIN. OPTIONAL 1X BUCK •° ° EMBEDMENT SEE NOTES 3 — 7 ' SHEET 1 BACKER ROD do / 1/4" MAX APPROVED SEALANT SHIM SPACE BEHIND FLANGE 3/16" TAPCON EXTERIOR INTERIOR BACKER ROD do 3/16" TAPCON APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX SEE NOTE 3 — 7 SHIM SPACE SHEET 1 CONCRETE/MASONRY BY OTHERS ° e 1 1/4" MIN. a EMBEDMENT a 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION REVISIONS ` REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L B REVISED NAME AND ADDRESS 10/27/16 RL. 1 1/4" MIN. EMBEDMENT 0 CONCRETE/MASONRY BY OTHERS _ I 1/4" MAX. a SHIM SPACE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON 2 1/2" MIN EDGE DISTANCE I 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 INTERIOR a \\\ EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN DWG NO 1 REV J.L. 08-02357 B SCALE NTS IDATE 09/03/14 1SHEET OF 12 L ROBER i0 LOMAS P E 1432 WOODFORD RD LEWISVILLE, NC 27023 434-668-0609 rnomas@triomespe cram SIGNED: 1111512016 vk L0 C E N S •9iP 0 TAT OF Q G s10NA 11\ Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. F EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT SHIM SPACE 1/2" MIN. r RIGID FILLER jEDGEDISTANC INTERIOR 10 WOOD J SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE F 3/4- MIN 1/4" MAX SHIM SPACE GID FILLER 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE Jim 1/4" MAX. SHIM SPACE METAL STRUCTUREBYOTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I 1/4" MAX. SHIM SPACE RIGID FILLER 7i, 3/4" MIN INTERIOR EDGE DISTANCE 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS ' REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L B REVISED NAME AND ADDRESS 10/27/16 R.L. 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 SIGNED: 1111512016 MI WINDOWS NDDOORS, LLC MARKET GRATZ, GEHs PA17030SERIES 1BS ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT V7--'-M, FLANGE INSTALLATION DETAILS WITH RIGID FILLERS S o'. . s OR10' DRAWNDWGNOOB REV B G\\\\\ o l l11?\\\\ WLSME NTS — 09/03/14 SHEET 10 OF 12 L ROBERTO LOMAS PE LUIS R. LOTOS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514 434- 686-0609 r110maS@Nl0MaSpe Com CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1 X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4" MAX. SHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L 8 REVISED NAME AND ADDRESS 10/27/16 RL. 1 1/4" MIN. 1 1/4" MIN EMBEDMENT EMBEDMENT a CONCRETE/MASONRY BY OTHERS —I 1/4" MAX. SHIM SPACE OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 RIGID FILLER e 3/16" TAPCON 1 1/4" MIN. a EMBEDMENT e 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE(MASONRY INSTALLATION 2 1/2" MIN EDGE DIST IANCE J INTERIOR a \ EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEWASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC R IILo,; NOTES 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, MADK ST. S 111ET v EN,p 9,1+ NOT SHOWNFOR CLARITY GRATZ, PA 17030 G SERIES 185 ALUMINUM FIXED WINDOW*• 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE 0 61 * DESIGNED INACCORDANCE WITHASTME2112 73" X 72" NON-IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 0 ` OF 0. TAT ke G \ P\ i is•S D 0IVAR\. WG NO RE J. L. 08 357 aDRAWN E\ 110` E+• 502SCALE617E09/03/14 11 OF 12 L ROBERTOLOMASPE f432 WOODFORD RD LEWISVILLE, NC 27023 LUIS R. Lomas 434- 666-0609 rlo—CMIrlomspe c FL No.: 62514 REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/D1/15 R L APPROVED B REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4" MIN EMBEDMENT jf6 WOOD WOOD SCREW FRAMING BY OTHERS i 1/4" MAX. SHIM SPACE 1/4" MAX 3/8" MIN WOOD FRAMING OTHERS I SHIM SPACE EDGE DISTANCE J6 WOOD INTERIORSCREW INTERIOR EXTERIOR 1 1/4- MIN. EMBEDMENT NOTES 1 /4" MAX 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHIM SPACE APPROVED NOT SHOWN FOR CLARITY I SEALANT 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE BEHIND FIN EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 dra 3/8" MIN 3/8" MIN r EDGE DISTANCE EDGE DISTANCE N6 WOOD WOOD JAMB INSTALLATION DETAIL SCREW FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN DWG NO J. L. 08-0235 7 SCALE NTS IDATE 09/03/14 1SHEET 12 OF 12 L ROBERTO LOMAS P E 1432 WOODFORD RD LEWISVILLE, NG 27023 431-BB-0609 Nomas@Wmaspe cam SIGNED: 1111512016 1R I IL 0/. GEIVq p 0 6 k- TATSOF ip. P' A' • 14 ZOR1Dt Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 IN BCIS Home Log In ; User ReO,s[rabon Hot Topics ( Submit Surcharge i Stats & Facts i Publications I FBC Staff i BCIS Site Map Links Search dbpra a ;Q: Product Approval R USER. Public User Product Approval Menu > Product or ADohCdtlon Search > Application List > Application Detail FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived G' Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer 7 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Unch, PE i, Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R2 COI FLCOI.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGE VXQwtDgtH85 72gvd WI S... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01448A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512072A.odf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01439A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512063A.Ddf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01449A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512073A.Ddf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01440A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.Ddf length - 83". Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512075A.odf span - 104-1/4" Created by Independent Third Party: Yes 115353.7 1 CM-18523 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 I] 08-01452A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512076A.odf span - 104-1/4 Created by Independent Third Party: Yes 115353.8 1 CM-18531 I Vertical Aluminum Mullion I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Installation Instructions FL15353 R2 II 08-01443A.Ddf Verified By: Luis R Lomas, PE PE-62514 http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH 85 72gvd WI S ... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.Ddf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01453A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01444A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512068A.odf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.pd span: 104-1/4". Created by Independent Third Party: Yes Back Next Contact Us .. 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Flonda is an AA/EEO employer Cooynaht 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: O Credit Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGE VXQvADgtH8572gvdW1 S... 9/7/2017 NOTES. 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=16 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM 15 NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT DESIGN PRESSURE TABLE INSTRUCTIONS- 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2 MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 REVISIONS REV I DESCRIPTION DATE I APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 1 R L. ANCHORING NOTES 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) 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 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES DRAWN 2 CONFIGURATIONS AND DP CHART V.L. 3 INSTALLATION DETAILS 'Cu' NITS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES vxc No 08-01439 DATE 01/11/12IS"—1 OF 3 SIGNED: 0611112015 107 3/8" COMBINED WIDTH W1 83" 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) id 107 3/8" COMBINED WIDTH W1 -I W2 - 8 J` FRAME IWNNDOW HEIGHT WINDOW MULLION SPAN)! 107 3/8" COMBINED WIDTH W2 83" W1 J WINDOW FRAME HEIGHT WINDO WINDO MULLION SPAN) IFW1 W2 - 107 3/8" COMBINED WIDTH Design pressure rating (DSt) I Mullion span (in) Tributary 16,13 25.50 width (in) 36.00 42.00 48.00 52.13 2500 1300 1300 130,0 1300 1300 1300 37.38 1300 1300 127.2 1270 1270 1270 49.63 1207 94.3 77.9 73.8 72.1 720 62.00 71.0 52.2 39.7 359 334 323 65.63 596 43.7 33.0 296 27.4 263 72.00 44 9 32 7 24.4 21.8 122 19 0 84.00 28.1 20.3 150 13 2 11 9 11 3 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE 107 3/8" COMBINED W1 - {- W WIDTH 2- 8 DOW 1FRAMEWINDOW HEIGHT MULLION SPAN) J J 107 3/8" COMBINED WIDTH W2 83" W1 J J WINDOW J FRAME HEIGHT WINDOW WINDOW MULLION J SPAN) If-- W1 W2/ 107 3/8" COMBINED WIDTH REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R L 107 3/8" COMBINED WIDTHF_ W2 83 W1 J J WINDOW J FRAME HEIGHT N WINDOW WINDOW MULLION I APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107318"AS SHOWN HEREIN 1 "" Design pressure rating (psn with rebar I o Lion Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 1300 1300 1300 130.0 1300 1300 37.38 130.0 1300 1272 127.0 1270 1270 49.63 1207 943 77.9 738 72.1 720 62.00 92.4 70.0 533 481 448 434 65.63 800 58.6 442 39.7 36.7 35.3 72.00 603 439 328 29.2 26.7 255 84.00 377 27.3 201 17.7 16.0 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE W 1 I F--- W2 - 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN. DWG NO. REV V.L. 08-01439 A SCALE NITS DATE 01 / 1 1 / 12 SHEET 2 OF 3 SIGNED: 0611112015 RI I IL 0 T(rM OF ; , sSONAi,E1o\. 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS I 1 1/4" MIN. EMBEDMENT I II I II I IIJI 1/4" TAPCON SECT5796 CLIP OPTIONAL REBAR SECT 5764 MULLION MT000022 CLIP 10 WOOD SCREW II 1 3/8" MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 3.261" 1.375" 1 0.843" REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 05/10/15 R L 3 750" 1. 000" 0.375" 0. 422" 2. 032" 2 875" 0" 0.841 3" 2X a. 000" SECT5796 CLIP 00 210" I FOR CONCRETE INSTALLATION ALUMINUM 6063-T5 125" THICK MT000022 CLIP 16GA (. 063") GALVANIZED STEEL 3. 750" 2. 189" — 1. 0 0"J- 10.375" 2 140" —I 1. 125" 0. 843" J- 2X 00 210" 1. 562" SECT5764 MULLION ALUMINUM 6005-T5 125" THICK T 1. 5162" I 0.688" J SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5 125" THICK 1. 53 t H—t SIGNED: 0611112015 MI WINDOWS AND DOORS k11,IIIlIIjj 16G 06218GACV NIZBED TEEL 650 WEST MARKET STREET GRATZ. PA 17030-0370 J` .... 4f r••\\ GENS'' '% 5764 - VERTICAL MULLION 0%5 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS OF 1 , TAT OF DRAWN DWG NO REV O. F•: C0R1D*••\\ ss V.. 08 01 9A NA L°ATE 0F 3 NTS 01/11/12 3 0 1 1E G\\\ Florida Building Code Online Page 1 of 3 lit MVOn BCIS Home Log In User Registration ; Hot Topic Submit Surcharge Stats & Facts i Publications FBC Staff BCIS Site Map I Links ' Search a 11 Product Approval USER- Public Userdbr>,r Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 17-1 Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@Jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@Jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@Jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909)349-2927 pingsheng.zhu@Jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eouiv ASTM C1186 Equivalency Signed pdf http://viww.floridabuildino,.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 I Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 I1 ER RIO-2578-15 Panel to Furring.odfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Cempanel Siding.odfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furnna.Ddf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furring.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install HardiePanel Sidinci.DdfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.Ddf FL13223 R3 AE NOA 15-0122.04,Ddf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furring.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel SidinaxdfImpactResistant: N/A Design Pressure: N/A FL13223 R3 II NOA 15-0122 04.1)df Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrinci.odf FL13223 R3 AE NOA 15-0122.04.1)df Created by Independent Third Party: Yes Back 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 emads provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an 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: http://,A,ww. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGE VXQwtDgvRk-6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credi; Card Safe, http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX 0G urrirrr ' j2412 =t STATE F G``p 'O R100: G`` JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanelm Siding James Hardie Product Trade Names covered In this evaluation: HardiePanel® Siding, Cempanel® Siding, Prevail^" Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® RONALD I. OGAWA ASSOCIATES, INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3057913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5! 16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nag 3. Ramtech Laboratories Report IC-1271.94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spared at 24 itches on -center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5!16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nad 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramlech Laboratories, Report 11149.98/1554d (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener S. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized roil 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test. 5016" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1 5 inch long ring shank nail 11. Ramlech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ETSF 0.100 in. knurled shank X 1.5 in. long X 0.25 in head diameter pin fastener 0111tllOit Irl llllp/////`/' i NX P.GPT I FI 'j STFirElOF CjP • FAO RID, G. JAMES HARDIE BUILDING PRODUCTS, INC. 1-88B-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener Spacing im 1 Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF IC-1270-94 Ramtech 03125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramlech 03125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramlech 03125 48 2X4 wood Hem -Fir 24 1 4• 4 6d common 143 47.7 10868-9711475 Ramlech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4d, 0,091 in shank X 0.225 in. 90 30.0 HD X 1.5 in. long rin shank nail Min. No 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1054-89 Ramtech 0.25 48 16 6 6 head diameter ribbed bugle 169.9 56 6 1.375 in metalstudheadscrewMin. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1055-89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min No. 20 gauge X 3.625 in. X ETBF 0.100 in knurled shank X 11149.98/1554d Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1. 5 in. long X 0.25 in, head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X EThF 0 100 in. knurled shank X 11149-9811554d Ramtech 0. 3125 48 1.375 in metal stud 16 4 8 1.5 in long X 0.25 in. head 101 33.7 diameter pin fastener 1 Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePanel Siding complies with ASTM C1186. Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheers. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls "' Fastener Spacing in t Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) in.) Frame Type in ) Supports Supports Fastener T plf) plf IC-1273-94 Ramtech 03125 48 2X4 wood Hem -Fir 16 6 6 6d common 6038 201.3 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 69B.8 232.9 IC-1274-94 Ramtach 03125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 5954 198.5 HD X 1. 5 in long ring shank nail Mn. No. 20 gauge X 3. 625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0.25 48 1.375 in metal stud 16 8 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min No. 20 gauge X 3. 625 in. X ETBF 0 100 in knurled shank X 11284-9911580 Ramtech 03125 48 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 1.375 in metal stud diameter pin fastener Min No. 20 gauge X 3. 625 in. X r8 ETSF 0.100 in. knurled shank X 11284-9911580 Ramtech 0.3125 48 1 375 in metal stud 24 4 1:5 in long X 0.25 in. head 10W.0 132.5 diameter pm fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for construction in this Table is 2 1. 3. In the steel framed assemblies the allowable bad is based on the average load at 1/8 inch net deflection. 0Gtool, A11; t, 2412 -` RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load lesting an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design bads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD) By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1B, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7.10 Section 2A combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure. Equation 1, q,, 0.00256'K,'Kn Ka V' (ref. ASCE 7-112 equation 30.3-1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka , topographic factor Ka , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC] Figures 1609A, B. or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V,+, (rot. 2012 IBC d 2014 FBC Suction 1602 1 definitions) Va , ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q; (GC,-GCp,) {ref ASCE 7-10 equation 30.6-11 GC , product of external pressure coefficient and gust -effect factor GC, , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K; K, Ka-Va'-(GCp GC„) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0 6W {ref ASCE 7-10 section 2-4. 1, load combination 7) D , dead bad W , wind load To determine the Allowable Stress Design Pressure, apply the lead factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p- = 0.6'[p) Equation 7, p_, = 0.6'[0.00256'K; Kp Ka'V,,,''(GCp GC,)] Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 forV.,y, Equation 8, V M = (p,./0.6'0.00256K,* K,, K,'(GCP GCp,))'s Applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 1609 1.1 , to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V, = V.' (0.6)°S {ref. 2012 IBC 6 2014 FBC Section 1609.3.1) V j . Nominal design wind speed (3-second gust mph) (W2012 IBC d 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used in Determining V and p, K. Wall Zone 5 Height ( fit) Exp B Exp C Exp D F4 Ka GC GC, 0- 15 0.7 D.85 1 03 h560 1 0 B5 14 018 20 0.7 0.9 1.08 1 0.85 14 0.18 25 0.7 0.94 1.12 1 0.85 14 018 30 07 0.9B 1 16 1 035 1 4 0.18 35 0.73 1.01 IA9 1 085 1.4 018 40 076 1.04 122 1 085 1.4 018 45 0 785 1.065 1 1.245 1 0.85 1 4 0,18 50 0.81 109 127 1 0.B5 14 0.18 55 0.83 1.11 1.29 1 D.B5 1.4 0.18 60 085 1 13 1 31 1 0.85 1 4 0.18 100 0.99 1.26 143 h'601 1 1 0.85 1.8 0.18 oulutOuGrlu 7 ASIf1C; T;9 STATEOF/ 2; y`fa RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infc)@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 16D 170 180 190 200 210 Height (ft) B B B B B B B B B B B B B B 0-15 14.4 15.9 17.5 19 1 20.8 24.4 28 3 32.5 37.0 417 46.8 52-1 57 8 63.7 20 14 4 15.9 17.5 19.1 20.8 24.4 28 3 32 5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 468 52 1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24A 28.3 32.5 37 0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38 6 43.5 48.6 54.4 60.2 66.4 40 15.7 17.3 190 20.7 22.6 26.5 30.7 35.3 40 1 45.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 214 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 714 50 16.7 18.4 20.2 22 1 24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66 B 73 7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 100 25 6 28.2 31.0 33.8 36.9 43.3 5 .2 57.6 65.5 4.0 82.9 92.4 102 4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C8C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height (it) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 252 29.6 34.4 39.5 4.9 50.7 56.8 63.3 70.1 77.3 20 1&6 20.5 22.5 24.6 26.7 31 A 36.4 41.8 47 5 53.7 60.2 67.0 74.3 81.9 25 19 4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 267 29.1 34.2 39 6 A5.5 51 8 58.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35 2 40.8 46.9 53.3 60.2 675 75 2 83.3 91 9 40 21.5 23.7 26.0 28.4 30 9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94 6 45 22.0 242 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87 9 96.9 50 22.5 24.8 27.2 29.7 32.4 3B.0 441 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 252 27.7 30 3 33.0 38.7 44 9 51.5 58.6 66.2 74.2 82.7 91.6 101.0 3. 3 .4 4 9. 4 5 1 2 7. 100 32.6 35.9 39.4 43 1 46.9 55.0 63.8 73.3 83A 94.1 105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C8C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23.4 25.7 2B 1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85 0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 591 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 613 69.2 77.5 86.4 95.7 105.5 35 24.5 271 29.7 325 35.3 41.5 f18.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36 2 42.5 49.3 56.6 64.4 72.7 1 -81.5 90.9 100.7 111.0 45 25 7 28 3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 92.7 102 7 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 A1634111 100 37.0 40.8 44 7 48 9 53.2 62.5 72.5 83.2 94 6 106.8 119.8 133 4 147 9 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code nttunrnruriq, IF] 24121- ` y STATE O R%D`P r' rrrrjrr fir t (l RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7.10 Chapter 30 C&C Part 1 and Part 3)' c` Q`gSIF] •'Q 2012/BC, 2014 FBC 20121BC, 2014 FBC G • zz 2412 -) STATE( F :"CL- 4• ( P' i • \`\ i •• •-• iuq• 1'P-V "`\\ CL}\ \ E-R Cm iclents used In Table 6 calculations for V„ i, Allowable, Ultimate Design Wind, Speed, 3-second gust mph) Allowable, Nominal Design Wind, Speed, 3-second gust mph) Applicable to methods spec,fied m [2012 IBC, 2014 FBC] Section 1609.1.1. as determined b 120121BC, 2014 F8C] Figures 1609A. B. or C Applicable to methods spectfied in Exceptions 1 throughC. FB f [201SectionB 1609.1,1 Wind exposure category Wind exposure categoryl Siding K, Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame. Type Stud Spacing inches) Building He ght''' feet) B C D B C D Allowable Designg Load PSF) Exp B Exp C Exp D Con FCa GCp GCS HardiePaneM 5/16 48 6d common 6 2X4 wood Hem -Fir 16 0-15 186 168 153 144 130 118 49 7 0 7 085 103 h560 1 0.85 14 0 18 20 186 164 149 144 127 116 49 7 07 09 108 1 0 85 14 0 1 B 25 186 160 M7 144 124 114 49.7 07 0 94 1.12 1 085 1.4 018 30 186 157 144 144 121 112 49.7 0.7 098 1.16 1 085 14 0.18 35 182 154 142 141 120 110 49.7 073 101 1.19 1 085 14 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 122 1 0.85 1.4 016 45 175 160 139 136 117 108 49.7 0 785 1.065 1245 1 0.95 14 0.18 50 172 149 138 134 115 107 49.7 0.81 109 1.27 1 085 1A 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 1.29 1 0.85 14 0.18 60 168 146 1 136 130 113 105 49.7 0.85 1.13 1.31 1 0 85 14 0.18 100 139 124 116 108 96 90 49.7 099 126 1 43 h>60 1 0 85 18- 0.16 HardiePanel® 5116 48 6d common 4 2X4 wood Hem -Fir 16 0-15 233 212 192 1 181 164 149 78 7 0 7 1 0 85 1 103 hs60 1 0.85 1-4 1 0181 20 233 206 188 181 159 146 78.7 0.7 09 1.08 1 0.85 14 0.18 25 233 201 185 181 156 143 78.7 07 094 1.12 1 085 14 018 30 233 197 181 181 153 140 78.7 0.7 098 1.16 1 085 14 018 35 229 194 179 177 151 139 78.7 0.73 101 1-19 1 0.B5 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 104 1.22 1 0 85 1.4 018 45 220 189 175 171 147 136 78 7 0 785 1.065 1.2 55 1 085 14 018 50 4 187 173 3 145 134 78 7 081 1 09 127 1 0 85 1 4 018 55 214 185 172 166 144 133 78.7 0.83 111 1.29 1 0.85 1 -14 0.18 60 212 184 171 164 142 132 78.7 085 1 13 1.31 1 1 10851 1 4 0.18 100 175 155 146 136 120 113 78.7 0.99 126 1.43 h>60 1 0.85 18 0.18 HardiePanel® 5/16 48 common 6 2X4 wood Hem -Fir 24 0-15 147 134 121 114 103 94 31 3 07 065 103 h560 1 0.85 1 4 0,18 20 6-7 130 119 32559 101 92 31.3 07 0.9 108 1 0.85 14 018 25 7 127 116 5 98 90 31.3 07 094 1.12 1 0 85 1.4 018 3D 147 124 114 114 96 89 31.3 07 098 1.16 1 085 14 018 35 144 123 113 112 95 87 31.3 073 101 1.19 1 0.85 14 018 40 141 121 112 109 94 86 31.3 076 1 04 1.22 1 0.85 1.4 016 45 139 119 1 110 108 92 86 31.3 0 785 1 065 1.245 1 7'. _85 1.4 018 50 137 118 109 106 91 85 31 3 081 1.09 127 1 0 85 1.4 1 018 55 135 117 108 105 91 84 31.3 0.83 1.11 129 1 0.85 1.4 0.16 60 134 116 108 103 90 83 31.3 085 1 13 1.31 1 0 85 1.4 018 100 ill 98 92 86 76 71 31.3 0.99 1.26 1.43 h>60 1 0 85 18 018 HardiePanel® 5116 48 6d common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 07 085 1.03 h560 1 0 85 1.4 018. 20 182 160 146 141 124 113 47 7 07 09 1 08 1 0.85 1.4 018 25 182 157 144 141 121 ill 47.7 0.7 0 94 1.12 1 0.85 14 018 30 182 154 141 141 119 109 47.7 07 098 1.16 1 0.85 14 0.18 35 178 151 139 136 117 108 477 0.73 101 1.19 1 085 14 018 40 174 149 138 135 116 107 47.7 076 1 04 1.22 1 0.85 14 018 45 172 147 136 133 114 106 47 7 0 785 1.065 1245 1 0.85 14 018 50 169 146 135 131 113 105 47.7 0.81 1.D9 1.27 1 0.85 14 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 129 1 0 85 14, 018 60 165 143 133 128 ill 103 47.7 085 1 13 1.31 1 10.851 14 1 0 18 100 137 121 114 156 94 88 47.7 099 126 1.43 h>60 1 1085 18 018 HardiePanel9 5116 48 4d, 0.091 In. shank X 0 225 in HD X 1.5 in long ring shank nail 4 edge 8 field 2X4 wood SG20.36 16 0-15 144 131 119 112 101 92 30 0 07 0.85 1.03 h560 1 085 14 0,18 20 144 127 116 112 98 90 30 0 07 1 09 1.08 1 0.85 14 018 25 144 124 114 112 96 88 30.0 07 094 1.12 1 0.85 14 016 30 144 122 112 112 94 87 30 0 0.7 0.98 1A6 1 0 85 14 0.18 35 141 120 111 109 93 86 30.0 073 101 1.19 1 085 14 0181 40 138 118 109 107 92 85 30 0 0,76 1.04 122 1 0,85 14 0.16 45 136 117 108 105 91 64 300 0 785 1.D65 1 1.2451 1 085 14 016 50 134 116 107 104 89 83 30.0 081 1 09 127 14 018 55 132 114 106 103 89 82 30.0 0.83 1.11 1.29 11;01 1 4 0 78 60 131 113 105 101 88 82 30.0 0 85 1 13 1.31 1 4 0 18 100 108 96 90 84 74 70 3D.0 0.99 1.26 1 1.43 h>60 1 10.85 1.8 018 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infb@jameshardie.com 1111411II IIIllllll// 1/7' AOGqt.,, 2012 IBC, 2014 FBC 2012 IBC. 2014 F8C 2412 Allowable, Ultimate Allowable, Nominal Design Wind, Speed, vim 4. Design Wind, Speed, v-, 6,6, STATE F "Q 3-second gust mph) 3-second gust mph) p g i C'/•'' 0 P •v Applicable tomethods Applicable to methods RIjs....... specified in[2012Sec specified In Exceptions 1 on through 3 of [2012 IBC, ll//!f(lllll 1111111111\ 1609.1.1. as determined by 2014 FBC] Section 12012 IBC, 2014 FBC) Figures 1609N B, or G 1609.1- t Coefficients used in Table 6 calculations for V. Wind exposure calego Wind exposure category Siding K. Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height' B C D B C D Design incises) inches) Type Spacing Type inches) feet) Load PSF) Exp B Exp C Exp D Kr Ka GC, GCp 0-15 198 180 163 153 139 126 56.6 07 0.85 1.03 hs60 1 0.85 1.4 1018 Min. No 8 X 20 198 175 159 153 135 123 56 6 07 09 1.08 1 0 85 14 018 25 198 171 157 153 132 121 56.6 1 07 D.94 1.12 1 085 14 0 18 1 in. long X Min. No. 30 198 167 154 153 130 119 56.6 0.7 1 0.g8 1.16 1 0.85 1.4 018 0.323 in 20 gauge 35 194 165 152 150 128 118 56.6 073 1,01 1.19 1 085 14 0.18 head X 3.625 40 190 162 150 147 126 116 56 6 0.76 too 1-22 1 0 85 14 018HafdiePanelS) 1/4 48 diameter 6 in. X 16 45 187 161 146 145 124 115 56 6 0 785 1.065 1245 1 0.85 1-4 0,18 ribbed 1.375 in 50 184 159 147 143 123 114 56 5 0.81 1.09 1.27 1 0.85 14 0-18 bugle head metaJ 55 182 157 146 141 122 113 56.6 0.83 111 129 1 0.95 1.4 0.18stud screw' 60 180 156 145 139 121 112 56.6 085 1.13 1.31 1 0.135 1.4 0.18 100 149 132 124 115 102 96 56 6 099 126 1-43 h>60 1 10851 1 8 018 0-15 146 132 120 113 102 93 30 6 07 0.85 1.03 h560 1 0.85 1.4 0,18 Min No B X 20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 0.85 1.4 018 25 146 126 115 113 97 89 30 6 0,7 0.94 1.12 1 0.85 1.4 0.16 1 in. long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 085 14 0.18 0.323 in 20 gauge 35 143 121 112 110 94 86 30.6 0-73 101 1-19 1 0.85 14 Cie head X 3.625 40 140 119 110 108 93 85 306 0.76 1 04 122 1 0.85 14 018HardieloaneP911448 diameter 6 in. X 24 45 137 118 109 106 91 85 30 5 0 785 1.065 1245 1 085 14 015 ribbed 1.375 in 50 135 117 108 105 90 84 30.6 0.81 1.09 127 1 D 85 14 018. bugle head metal 55 134 116 107 104 90 83 30.6 0.83 111 1.29 1 0.85 14 0,18screws Stud 60 132 115 106 102 89 82 30.6 0.85 113 1.31 1 1 10851 1.4 0.18 100 109 97 91 85 75 70 30.6 0-99 1.26 1.43 h>60 1 10.851 1.6 F 18 ET&F 0-15 198 180 163 153 139 127 56 7 07 085 1 03 h560 1 0851 14 018 20 198 175 160 153 135 124 567 07 0.9 1.08 1 0.85 1A 0.18 0.100in. knurled Min No. 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 14 0-18 30 198 167 154 153 130 119 56 7 0.7 0.98 1.16 1 0.85 1 4 018 shank X 20 gauge 35 194 165 152 150 128 118 66.7 0.73 1.01 1.19 1 OX5 1.4 0-181.5 in long 4 edge X 3.625 40 190 163 150 147 126 116 56.7 076 1 04 1.22 1 0.85 1.4 0 18HardiePanel® 5116 48 X in. B field in. X 16 45 187 161 149 145 124 115 56.7 0 785 1.065 1.245 1 0.85 14, 018 headhead 1.375 in 50 184 159 147 143 123 114 56.7 081 1.09 1.27 1 085 1 4 018 diameter metal 55 182 157 146 141 122 113 56.7 083 1.11 129 1 0.85 1.4 016stud pin fastener` 60 180 156 145 139 121 112 56.7 085 1.13 1-31 1 0-85 14 016 100 149 132 1 124 115 102 96 56.7 1 0.99 126 1-43 h>60 1 0.85 18 018 ET&F 0-15 153 139 126 118 107 98 33 7 07 085 1 03 ha60 1 085 14 018 20 153 135 123 118 104 95 33.7 07 09 1.08 1 0.85 14 0.18 0.100 in. 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 085 14 0.18 knurled Min No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 C.85 1 a 018 shank X 20 gauge 35 150 127 117 116 99 91 33.7 073 1.01 1.19 1 085 1.4 0.181.5 in. long 4 edge X 3 625 40 147 125 116 114 97 90 33.7 0.76 1 04 122 1 0.85 1.4 018HardiePanelt5/16 48 X in. 8 field in. X 24 45 144 124 115 112 96 89 33 7 0 785 1.065 1.245 1 0-85 1.4 018headhead 1.375 in 50 142 122 113 IN 95 88 33.7 081 1. 09R14 1 085 1A 018 diameter metal 55 140 121 113 109 94 87 33.7 0.83 1.11 1 0.85 14 o 18stud I pin fastened 60 139 120 112 107 93 87 33.7 085 1 13 1 085 14 0.18 100 115 102 95 89 79 74 33.7 D 99 1.26>60 1 085, 1.8 018 1. SCrewS shall penetrate the metal framing at least three lull threads. 2. Knurled shank pins shall penetrate the metal framing at least 114 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10' (2-12 roof slope). 4, Vult = the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC. 2014 FBC] Figures 1609A, 1609B, or 1609C, ASCE 7-10 Figures 26-5-1A, 26.5-1B, or 26.5-1C 5, Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBC] Section 16D9 1.1. 6. The wind speeds in [2012 IBC, 2014 FBC] Figures 1609A, 1609E and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the prov:sions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1 Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. 8 Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3. Ka=1, Ka=0.85, GCP -1.4 (hs60), GCP=-1.8 (h>60), GCP,=0.18. Il/di11FAII IRK61-AIM4 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING DAMES HARDIER BRAND FIBER -CEMENT -PANELS TO WOOD.FURRING SOLUTIONS.. JAMES HARDIE_BUILDING, PRODUCTS, 10901, ELM AVENUE • _ i , T FONTANA, CA'92337 t TABLE OF CONTENTS 7, PAGE. t COVER'PAGE -r EVALUATION SUBJECT _ ; ; r2 " _ EVALUATION SCORE EVALUATION PURPOSE ; _ - 2 1 REFERENCE REPORTS.R r;''" , ' w L ^ - : -• _ 2" ^ TEST RESULTS 2 e i Y TABLE'1A RESULTS OF TRANSVERSE LOAD;TESTING 2" TABL.E,1 B. ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. _ . L _ Y _ 2. t M N JUSTIFICATION OF -USING THE,RESULT,S,ON•UGHT,GAUGE STEEL FRAMING „, _ w ._ - 2, ' >> DESIGN WIND LOAD PROCEDURES i TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING VAND p _" 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B TABLE 4, ALLOWABLE STRESS EXDESIGNCkPRESSURES POSURE'C, 4 _) ' TABLE 5,ALLOWABLE STRESS DESIGN diC PRESSURES EXPOSURE D. :".' r. 4;., , u' TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEI SIDING AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES T HAT THE,LISTED PRODUCTS ARE .IN.COMPLIANCE %MTH THE ., „ REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA'BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE.' ° . W PREPARED Sr. RONALD I.OGAWAb ASSOCIATES, INC. 16835ALGONOUINSTREET AOA3`t HUNTINGTON BEACH, CA92649 714- 292-2602: 7. 14-647.4595 FAX:, -,to 14 GA TO E ii li/r///'I 1 RONA(D I.OGAMASSOCIATES, INC. 16835ALGONQUiN STREET 0443 HUNTINGTON BEACH, CA92649 M 714-292-2602,(F)714-847.4595 PROJECT: RIO.2578-15 EVALUATION SUBJECT HarMoPaneW Siddtg Jamaa Hulk Product Trade Narrus covered In Etta watuation: HardAPanelD Shp, CWnpaMO Stamp. Pnvaa- ParW $ara EVALUATION SCOPE: ASCE 7-10 2014 Fion62 Bud rp Coda 2912 vcwrutlpu WAUQ Cade 2012 kitomm ar d Rmaxlerd al Cade EVALUATION PURPOSE: Th,z vmF r s is Ia davowww 01e maxrn+m dea gn 3secow quo And spout to bm rosisLd by an assomby of HamdaParlsi (Cempona4 Pnvai Panel' rdnp tosunad to wood firma at oWW %*W or meal hamwp whn nab or matte. REFERENCE REPORTS: 1. I *wmk Rapers 10202436 00-001 A. Tronamrse load test an Mardiwanal. TEST RESULTS: Table 1a. Reauks of Transverse load Tastk* Frrm Fasattw ll_ A30waI'" Tact Thal-*" 5padk(g Spaarq Fastonsr Type Load Deagn Load Ranart Number Agency 00 Vliddt fin 1 Frame Type ht.) M) and Dtmsnwwu PSFI PSF) Failure Mom I C=43G3COCWD;A M9mrtek 0.3125 46 2X4 wood stuq 3W Vvd by 3.5' 16 6 No, 0 X 125- WV X 0.3J' HO 160.7 53 6 P'd Uv w;t rtrachseidsSPFItadrpebbedbu21aMadaarwvs I M=43C000MIA Inlelok 03125 40 2X4 wood SU4 W track by 3' 16 6 Na. 6 X 125- Lay X 0.32T HD 1 S1A 43.6 put ttdouptf w( de SPF hmtp ribbed twpb hand aaewm 1020243f, 3CC04MA truddak 0.3125 46 2X4 wood stud. 314• e rA by 3,5- 16 12 No, a X 1.7a tarp X 0,323' HD 136. 1 35 4 pug through wideSPFturningrWbodbugleheadscrews10= 43630000014 Ifda'4fk 03f25 46 2 4 %000 surd. 314• trot try 3.5' 16 6 0. 0W' anank X ails* HD S IS_147. 6 veil put tteoup;l Rl7Ctlam wideSPFfuniplongrky, W nt rui 10212243G3000- MiA Intsrlek 03125 46 2X4 WOW ctm• 3W W by 3's 24 6 110. a X 1.25' ton2 X 0 327 HD 62_T 27 A PA Lvou2h Amu" M wideSPFnrg bed bugle heso saws un. rp +.w-wi. per.rRae:a rum vw u runo marr a. 2. Akdurable iota is dalatrrlired ham uumab lama do dad by a taaor of safety at 3. 3. Har"POW Wing oompW6 wrth AS TM C1106, Standard Spsa4mabon for GAO# 1 Tyya A 16Wr 41aesala Foar-Owner a Fix' Sheets, Table Ib. Analysis of Alhmra bin Load for as Screw at 10' OJ~ 98 Screw spamnel Famener svaonq In i 6 12 10 frame snocing (n 16 16 Foaterw7rimrary and If(' Des 1.33 1.11 ASta, rable mead De 43 6 354 3aJ Irtarrij Wl fastener load(10 3L.g 472 43.7 he fas.enor load for a8 sawr at 10 O.C, was akidaud as nx everape a. Me tela resurs lit 6- ale: I.—O.C. The alowaole load for N saw a trw aj aL d10' O.C. trim Itnrirp can be calatts:ed by ilterpaawtp 0ta msuks d sans tamo-m at e, end it O,C.. wnm both lesta had erne W Wn node a taslorw Pule Enough from Me panes. As shown n t e lave,1r a alo.nba ibaj for W craws kia:alod at Vr O.C. to wood harp is 38.e pd Ju IMPLUM Of Using the ReaulSs on Llptd Gauge Steel Framing In the subject mn50ualam, sl lastanam wen onactro to fu M ortty, 90 wt Oemr the Warp is alach4d10 rood or asai travp d0ea rat aJea panmis' tra'14vW%4 load apac^.y. l: S tM prgsa eng1moors rosponatGLly to amr m t>w f mig ai'n7ttnart wW traming memabarlt to haw w1bocni Load Capap , ' Ififraarr•.. il i 11j1, f . OGAIN STATE F 4Z `LJ Est$/ 0NA - 2 RONALD L O0AV0%ASSOCiATE8,'INC. 16W5 ALGONC±UIN STREET it"3 HUNTINGTON BEACH, CA92G49 M 774292.26M: (F) 71 <,-647-4595 PROJECT: RID-2578-15 DESIGN WIND LOAD PROCEDURES: FLbW4=oefd ud+ip rarfaMU W40 aPa^ (fib WA crradW is detamtin W aria mmplrme ustnp to VWmvnraa I&M nr"wl tact rinctarda. Via the rrorwj&- o bad t"w c an MLxalw dew,-n loan is deamirad based an a tacS7f of safety of 3 appMtl b the unmasa tut lord Equation 4, (M(. ASCE 7-10 eyutsln 30.3-1) q, , valodty prosstln at height x K . velcdty Ptesauo e1PosWe CAMFKiant aval.tanad M ftwgM s 9. , wPagrapAc U= Equation 4 K .rind dtndxnwi factor V. Mac wnd ap"d i 4&w nd guar» MPH) as da'arnurlod from 2012 ISC Fgrsaa 1609A, 0, or C, ASCE 7.10 Frluros 26.5.1 & B, or C VIV. (rat 2012 ISC Sewn 1602-1 delinovas) V.. Jtanaa design wend -Peach (¢semnd p4al MPH) oslarminod ban 201210C Fnoules ISMA. B. or C: ASCE 7.10 Fivurea 2&S-v, S. a G Equation 3, pwq,'(GCeGC,J • pet ASCE 7-10 wia:ron V.61) GC, . produd of eroemal preawe med5dwd and gus44fbQ tb= GC, . proouct of itlamat prsss:n meftt, cant and gust -effect ta= p . design pressure (PS9 for aiding (dww•oDla 4"gn wad tor aidin() To datermru design praswm, subrsu a t1, iao Equaton Z Equation 6 D'0.o 25e-K•K; Y„'Vr'(txYGC„j Acowedio Saws DeWn, ASCE 7-10 Saaon 2,4.1, load aombkw-1 oo 7 Equation 6, 0 6D. Dew OWASCE 7-10 aad on 24,1, kud CcmS.rralron n D , deed bed W . wand bad To drfamrrr flee Aaawobb Stress Design phiss: ' apply the toad la ar for W (*•silo) pom Equrron a to p (des+gn Prrsiwa) dMr^mend hW 09=1on 4 Equation 6, Pr • 0 avl Egw."n 7, P..' 01 0.0075G'1'K.'YGWr''(GC.-t:,c ll EqueWn 7 is uscd f0 pop' 7abfr 3, 4, uai S To owarrnm Me anwaWs c9Wrww ba w wnd speed for Hullo SMng 1n TaoN V. ache Eq.Zb . 7 W V- Equation4, Vr-( p-06'0D025M'K,*Kr(Gr.-GC.11re ApPICANe 1d mrhads sPer+Ged s. E.MPOM f fh+ouph 3 o1201210C Section 1604.1,1„ V deWMnf 1M aco-vUe nominal deign wind speed (Va3 0 for Harr:.n Srfr+D in Tank C. apply Mr .0.7rersim lorrmtk below; Equation 9, Vim, w V. • (0 6)" fret 201218C Se=,oa 1602.3.11 V-, Nominal design r*4 spood (3-second gust mph) free'. 2012 ISC SeGors 1602,1) fl0171rrre 1- 11 V PGA r1 i a - 4` 1 S-r tSS/ONA E RONALD 1. OGAMA SOCIkrS• INC,. 16635 ALGONOU ' STREET 11443 NUNTINVGTON BEACH, CA 92649 T) 714.292.2602- (F) 714-847.4%5 PROJECT: RIO-2578-15 Table 2. CbstOdents and COnstatds used In Devrnririft V and p, ... '_. -, . -_ . _ -- _ , _ •' r V mum l MMMM® iQMffim®lam oWm®gym IMQM Mlgmm OmKU 1i=M1Kxa 1saMmMIMM MMEM Mmm t!!tl® Ol•3 MMUMM%-M 1-1'0i 11911:01 alLtlLII Table 3, Advwehl. Sbw4 Design - C4xrYponnt and Cuddlrp (C1C) rressuns (PSF) to ha ReaJsta/ rrl vaAoue Wird Sp..ds -Wind l:apoi.ue fidgory B,'; - - ' -• . t - a 4 - - -•-' -- .. is--- r -- _ • _.. . .. J _ - d gum 100 1 11 tt 2-- 7 i4 1 1 1 1 19 - 210, tru n B B B B B" a' 0.1 144 1 9 1 b 19 t 1 205 24 a e3 • 2 3 • 01 41 46 6 t S .6•• •- 144 t 0 r -1 99.1 24 3- J . 47- 466•-- h - 5 3. _ 4a•, 14 f S 1 191 2 6 2a4 3- J 1. 466 • 1 6S 4 1 9 1 7111 20 E Q4 l 255 75 3 .O - a 6 e - 5L1 d7 b 63 35 151 166 IS 199 21.7 454 s.29. 339 366 43 45e 544 602 664 A 7 1 190 2 . lei JO 401 i Sn6 6 .. 031 t ^2 t 9 t a 2u 23 4 Jt, 4 t. 40.8 d, G:A -- 1 4•- 16 1 4 2 2. • 241 d6 32 J2 4 1-• 3 15.1 16 20_ 226 4, d 9' 33i 3a J 6 - 49 SS. 4fib 5 bu 1. Y. I- 1 20 1.0 43• 6• 4. 62.9 a. 1V-4 6 J ..I I Table 4, Aeowbk S:rw" WaJpn - Camporant uW Ct&d&np (C&C) Pressures (/SF) l0 be Raalsitd at Vatlaw vow speeds: 111Irrd Eapoaurr Caleyory C,. '`, - • t, . . -- rttl !1•a&c V gZaFt JDo- 105. 11 11 1 1 1 1 1- 1 1 1 1 O.7OVA14t13122322296 4 4 J 9 56.6. 3. 701 771 16 5 225 246• 26 7 314 n -26 4 J1. 6 JT 63 6a 4i D 43 61. 25 19 4 2 t 4 23 5 26 6 27_ Se 0 43 6 4 O 62.6 U G 30 i02 223 ' 24 5 '- 6 7 29 7 J4 39 6 AS 5 51.6 e 4 65 5 73A 40 9 - _', S>2 35 23,0 2 ,6 20B300 5 a do 9 3. 60.2 6 .5 • 52•. k - 91,5 ^ 40 215 2 . 66.5• T.4 6S6• - 6• 4 24Z 266 • 9.1 1 1 - 31 s94 • 2 1 93 6 .9 • i 9 so 24 2 4 J6 O 4•a 7 50 6 S _b W. 2 9 0L2 9 W 2 9 JO S " J3 Jb. EN 9 51.5 56.6 66.2 4, b2 i 91.6 101.0 ^ a F 103 , 32 6 35 9 39 4 e11 46 9 1-SSA1 63 6 1 :3 3 63 4 1 -64 1 1 -105 5 1 -117.6 1 -130 3 1a3 6 t. Tabu i, AUcmbis Stress DnIgn - Cont orant and Macros ICLC) Pressures (PSF) to be Rw7at.d at llertola Wind Spy -wind Expoaum fptspory D:: '1' t.,,._. - , 1 ' _ r, am 5 (3-seco-c gistj 100 ID5 I Ito 11 1 130 ts0 1 tm 7 7b0 t9 1 t 12 4 1 321 359 416 4 - 61 4 B 604-• 93 . 20 223 r..246 27A tdDS i7,7- 3T SO t- Si.O L44- 69.1- - 562-•~ 26 731 26b--- 6 0- 306 333 39 0 453 620 591 66b 749-• 434 1 924 1019 4 90 16- W4 769 B 61.3- s69.2 Y7.5 41,4 95 1055 35 24 1' 3 41_5 ' 1 -4B 1 2 62 6 r0 9 765 • 6d 6 Si2 406 3' 40 5 J6 2 72 4 64.4 f1L - we 1 o 7 t fl _ 43 2 2E 3 31.1 J4 0 370-43 4 3-5T b 65 . 4 2 63.2 67. 1t:2- tt 3 3 6 1 t•/ at3 513 J6. b 1- 5 ri-'6 1 .e°••• 175. - 55- 1 s _ ' f16 293 322 J52 3e.3 5 0 32 2 59.9 6e.1 76 9 66 ? - i6 7 06 t dt7s s s 9 100'=- •' 3..0 Qa d8 10 e 1 119 a. V t s_ eM.:..N........,.«•.v..a:.+`......_.,...,•rr.fasr.•-e.s .. r.. ._...- y.m.. i.. ..- .. _ _--.._-4.-,.: ,a., ,..4•..,...- .•'...w=6-. ._ v.w ...L ,a.. Tabks S, A. and 5 an b"W on ASCE 7.10 and owislz a w17t tra 2012 W. 2012 IRC • •• a » . `,- .. '.4'- 1- +' -j r.,- ' - _ F t RLOGl:.1F• =leicS.0t_^. 'ws:Bip- w.PRJOUCTS. IM 14E]5 ALti0A'OUllt l:7REET w[3 t.636.51'-i ]a3 HUMTN-STON .!EAJ't, G 276,42 N ZAR- tu+te..mllt D r,,? I4-"745GS PA:JEtT: R)425TL16 ADI{ L, A31..bw w4 SPwd (mph) F., H.,d r. LM "i'a (A+ID134ka(`.• a • .• ' 1[ 1 rrd PaR I1' 1 3. RF ,. " tawin A5CF7.11 ClapLN 20 CLC P f - . Jr . fiw. la . • ' _t . - T ni 1 I _ -' l_ _ . Yti. Lw- V• I,r+M• 1•{nral _ _ t -•' t J. , r ' OL• P,w,1, Lash. , . 1 .. , 1 z , . 1' " ..,.. DLpt %LId. {Vera. \'', . y•1• _ ' . I, I{1 r+ve) 13--eml-Ii, ( ^ •_ w ... .. .,.. ....... _(. _ n ... - s_ J11:, 4ww 14.f 1. !s.•R3O M204r,rt. _ •. . • ; rrrwpo+: L, eryearpl2 3Dfa J1a" C; IV-* 'Oak FW Lrr 1sa 3. __ o - r 1• ..,... N• . cwrrtiw L.[r Lrr L' - -Lt v: - i. •'i t ma,..mr.. rs.Q.:. r+.r ..la+.,f a.1.O.a.. {-•w. .. r._ j 1. ......• ... . 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GL•Nr Sf tY' T COD' S C•L Iw4itL 1O 13. rr9. htC •aso! 6.C_ nb L) r tiy'- J t . oLdrtir,i• 3v µ .l i•1 1,I, y ', n^. 1 6 LtL S- fOs lt3 1.3 13D i1{ C]0 DA tm i 1t,- E f CG am iaC]L Du 73151tLl1[D I[3 T 1t L. . O70 Cs: 0& 1 Y+ 35 tsu ILL M7 t23 1t3 1 CT7 Cw 17 1 1 i a[. Ct5 11 11 CIS CID 30 Iss 156 1q1U71tttn] c10 Gwl tit ab 1{t tit I[2 0 flu Ile 1Li_1 L. tfe CK LK L 4 L,. t0 1Tl 1Stta711] ll. ipt 1 CE tL. G 1]a a tY 115 is w Off tr• all 10 I] 2 I" i iS] 1t5 SS t D 1 . 13i 1 11< la r1 e 1.1 Ito 1 I CC C. a CYe e" p 1M 1[ 0136l3D113110{ am I II, I n I r7 13i 7] 51L 1C7 h' ss s7 C {,. f Y• t V I.Ep t C G e CIE 7 L%L'i!•• M{ • ,r! erM f•ItRr M W r• Y.YV,.IA 11Lt fsw 11rI,t Mw/ r,M N eK Lt',F O tr{a{1r w raffia 1C' DL.f31Ltl •{Pr11 1)1•L•rroL... er..+wr-a+uo!)r...,l.}....r...,.L w+e rD•q wt 1 u{r,a:lrl•rr rw L,N/IpM Ufw{ ri LL'f: 1.1a o.r••t 3D Cx r..1 t ..{ hn a. r(,•t. 15,ols, v:.l • r•{D1. De:••t a F1•{aI. ee<.0 J r. aCG1 W lAc.23Jb LI:.M:, en•'lrrr rrtr, I • t. f+• ter r L.LOLw.. t L •1pLe Llrti{ wrs. r.t.I+.t.. t•.y r LMA vori L•'^! ruL r fsrac r{p r L C w s.r[,,• A• AiNID.D3.w.W wI1rL' MrZvY"ry b?04 ts.l w WC M : rMlP11s-1aL UMITAT1ONS OF USE: 1( t, HQn ),"Ocdy f4rR•C m 2ana (HVKP mu! Per IJ:LrltiOdde 04, Fit, OGAVA AL=&kTc_l. INIC M35AIr-OHMIN STREET S"3 KJKTR4CTON MACH, CA QM; T) 71A_nZ26= (F) 714447-4515 PROJELI! R16257111-16 TatkU k AU&"bW W"Spwd OW) W PkirdaPpmel Wkw [An&"C40MWmdklASCE7-lDctwwJO CAC ftr iand pmnv 7 0-- Al 111.01 JUIES HAPMe BUNG PROOUCTS, INS obapMith" r MM MOEMBEE anammm 133M mm nmznws 03MEMMUM oil I I 11110. 11mimsmolmom13E212MKM ELLM Nam AORMA MWOM mulmmMs a w EMW NIU31339CMD Imm MEMMKIM lmKx3znun swlmzmffm Mulmmlmm1mmulm mmumma1332UGRGEMFrAMCM rusim" Im mmmilmommlutrmllw® ollmeolm ONEWURMIOMMM IMUEMMEM IMMOMMMII Kamm m1man mcm ngmmnzm EE3= KM3 EMMAIM 2 BE Memn I mss mwnsssr( MUMMER 10130M ss IoMmsms mm132 mv EMMOMm UUMTIONSOFUSE.- OGAW, 4 X Yh SI„SEO 4Z S1ONAL O on LLj REPORT NUMBER:102024363COQ-OOIA ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 RENDERED TO LAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 o. 0G'4 21 STA F ' I1.411,11 Report of HardiePanelS tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior ^Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference PRODUCT EVALUATED: HardiePanelS EVALUATION PROPERTY: Transverse Load Testing This reDcrt is for the exclusive use of lnte tek's C tent and is pmvided pursuant to the agreement bt?tv een Interzek and its Client. lntertek's responsibility and liability are limited to the term..; and conditions of the agmemen:. Intemek assumes no hability to any party, other than to the Client in accoro'ance with tie agreement for any toss, experse or Carna.e occasioned by the use cf this report: Only the Client is authorized to cog}, or distribute this report and then only in its entirety. A-y use of the Intertek name or one of Its marks for ncw sale or rdver'usement of the tested material, product or sen+ce must first be approved in writing by intertek. The observatiens and test results in this report are relevant only to the sample tested. This repo;, by itself does not imply that the material, product, or service is or has ever been under ar lmErtel, certr.'kation program. James Hardie 60ding Products, Inc. Report No. i02024363C00 o01A 1 Table of Contents April 30.2015 Page 2 of 7 1 Table Of Contents.............................................................................................................. 2 2 Introduction...........................................................................................................•-••--....... 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection........................................................................................................ 3 3.2. Sample And Assembly Description............................................................................ 3 4 Testing And Evaluation Methods........................................................................................ 3 4.1. Conditioning..............................................................................................................3 4.2. Transverse Load ................................ ................................................... ................. ...- 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations.....-•................................................................................... 5 6 Conclusion ................................................... :...................................................... _............. 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page 1 FSSIONAI. Intertek Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product_ installation instructions on.the follow pages for all other installation requirements. Hard ie Panel'" VerticalSidin , JarnesHardie 9 EFFECTIVE SEPTEMBER 2013 slim INSTALL^+IION REOUIREMEI l S RESIDENTIAL S!NGLE FAMILY ONLY - PRIMED & COLORPLUS° PRODUC I5 Visit %Amv.i@-.eshardie,rom for the most recent version. SMOOTH CEDARMILL® • SELECT SIERRA 8 • STUCCO IMPORTANT- FAILURETO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRrI- TEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTA4 PRODUCTS OUTSIDE AN HZ109 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints, Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible, for damage caused by improper storage and handling of the product. !11•'. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position cutting station so that wind will blow dust avray from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and others in working area 2 Position cutting station in well -ventilated area 2. Use one of the foll(Aving methods: a. Best I Score and snap ri. Shears (marital, electric or pneumatic) N_VER use a power saw ndoors b. Better. 1. Dust reducing circular sate equipped witha NEVER use a circular saw blade Lnat doe riot carry the HardiaBlade saw blade trademark Hardle3lade saw blade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: I. Dust reducing circular saw with a HardieBlade saw blade only use for low to rnodeate cutting) Important Note: For maximum protection (loi respirable dust production), James Hamie recommends always Usng'Best"-level cutting methods where feasible. NIOSH- approved respirators car) be used in coryunction with above ailing Dractices to further reduce dust exposures. Additional e.)p=e information is avai&e at ww+W.jameshardie.corn to help you determine fife most appropriate cutting method for W job requirements If, concem still exists about aposure levels oryou do not omupy wvttf the above pra^tices, you should always ci1.Wa gtalitied industrial hyglenot or contact James Hardie for further rnidxmatan. sxmim GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial I Mufti -Family installation requirements go to wtvw.JamesHardieCommercial.corn HardiePanel"' vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreerOumng) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www, iamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration, James Hardie does manufacture HardieWrapl" Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished grade must slope away from the building In accordance with local building codes - typically a minimum of 6" in the first 10', Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical sidingg in Fascia or Trim apDllcabons. Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oil/al d base paint, or powder coating on James Hardie"' Products. For larger projects, Including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 " Expansion Characteristics" at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig.1), alternatively Positionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlus' Finish) (fig. 2). HardiePanelVerticalSidingInstallation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framingmustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive bamer Double stud may be required to maintain minimum edge 4 Stud / walHar resswe :toter -restive nailing distances. 7 ` i'L- 2 x 4 stud harrier barrier Figure 1 water - resistive barrier% sheathing Y HardiePanel'.i vertical siding keep Hairs 3/ 8" min from panel edges t' I 00 plate` 3/8' moderate contact keep fasteners 2" away from corners 1'r Batten Joint "H" Joint water - resistive barrier 2 x 4 stud I C 1 Ileave appropriate gap between panels, men caulk' Caulk Joint dot aoohcable. to ColorPlusT Finish) Apply caulk in acco,dance with caulk manufacturer' s written application Instructions i For additional information on HardieWrapTm Weather Barrier, consult James Hardie at 1-866-4Hardie or wrww.hard,ewrap cram upper panel t— upper panel Do1/ 4" gap Do riot 1 /4" gap I_ oink Z- fL sttmg i z-flashing I g decorative t r band board lower f luwer panel panel Figure 4 Recommendation- When ms. allmg Sierra E. pnmde 1, adoublestudatpanel =T/" jointstoavoidnailingThrough grooves. WARNING: AVOID BREATHING SILICA DUST James Haroie' products contain respirable crystal,me sirs which is known to Me State of Cal fornm to cause ancerand is considered by IARC and NIOSH to be a cause o' cancer from some occupational sources. Breathing excemue amounts of resrrable sdra dust can also cake a dlsati ng and potentially total lung disease called sil cos s, and has been linked with of ne. diseases. Some studs suggest smoking may Increase these ruses During Installation or nand0g. (11 work in outdoor a -vas with ample ventilation (2) use finer cement shears to cutting or, vmere not Im srblg, use a HardieS:ade' saw blade and dust -;during ru,cular saw attached to a HLPA vacuum; 3) sam others in ,re immediate area. (4) %year a properly -lined, NIOSHapproved dos' mask or respirator (e.g N-95) in accordance with applicable government regulations and manufacturer instructions to further hmlt respcable silly exposures Ddnng clean-up, use HEPA vacuums o- wel cleanup methods - never dry sweep. For further intormatron, refer to our mstaliahan Instructions anc Material Safety Data Sheet avanlaae at vavw Jameshardie.com or by calling 1-e00-gHA9DIE (1-800-942-7343). FNLURE TO ADHERE TO OUR WARNINGS. MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJJRY OR DEATH aiw HS1236 - P1/3 1/13 A- >o. CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardie® and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap, studFigure5 Figure 6 sidin i II water resistive siding and trim. Figure 8 Refer to fig. 3 on page 1. r^ barrier I I I i plat en _ ., • I \ conerete 6" min. I foundation Maintain a minimum 1" gap between gutter end, caps and siding & trim. Figure 9 siding A gutter and end cap deck material OISt Itr0dt flashi t ledli Do not brioge floors with HardiePaneM siding. Horizontal joints should always be created between floors Qig.10). Water - Resistive Barrier ) I Framing Figure 10 f Horizontal E r Flooring 5 ! I Trim _ II l,r it; I i f'- 2' min, k;ll"110111'11 fuchng KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a root Intersects a sldewall. The roof must be flashed with step flashing. Where the roof terminates, install a kickout to deflect water away from the siding. It is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. u Figure 11, Kickout Flashing To prevent water from, V\1 11),- rdiePanel* 1 dumping behind the siding and the end of the roof Sheathing % intersection, install a "kickout" as required by IRC code R905.2.8.3 : `...flashing shall be a min. of 4" high and 4" fascia wide." James Hardie recommends the kickout be angled between 1001- 1 10° to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 1'2" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Eiectro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie Is not responsible for -he corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Sel- ices if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing Is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, fill & add nail Figure A ESJdo Figure B not under dnve nails DO NOTSTAPLE Figure 11 Step llaWrgT/', •'• '• } Sc11-adhering/'' `` \'•• r/i rf` a rnerr•iro ,- Self-idlenno eaves membrane4 >. .. Drip edge Houlewrep PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2/3 8/13 ro. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions, Note: OSI Quad as well as some other caulldng manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie" Products, James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPlus& products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus6 Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanels siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course, Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlusa product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION In accordance wih IMES baluabon Report ESR-1344, Hard ePanel®ve ;cal s,cing is recognized as a Suitable alternate to tha: specified in: In-- 2006.2009, & 2012Intematioral Residential Code for One -and Tv,,ro-Fanul Dwellings and the 2006, 2009, 2012 International Building Code, Hard:ePand vertical sidog ;s also recognized for application m the folluw ng: City of Los Angeles Research Report No. 24862, Stare of Flwx a listing FLk889, Dade County, Ronda NOA No. 02-0729.02, US Dept of HUD 101ate1als Release 1263c, Texas Department of Insurance Product Evaluation EC-23, City of New York MEA 223-93-M ano California DSA Pt; 019. These document should also be consulteu for additional information concerning its sui!ab;Lty of this product for soecdic applications 2013 James Hardie Building Products. WI rights reserved. TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information, J • Janes HardreTechnology Limited E is a registered Warranties, and Warnings are available at Jar e$Hardee trademark of James Hardie Technology Limited. www,jameshardie.com 101 HS1236 - P3/3 6/ 13 MIAMI•DADE INIIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADA'UNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.missmidade.eov/economy James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submined has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in 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 revoke, modify, or suspend the use of such product or material within their jurisdiction. RER 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. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. 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 tliis 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. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for uispection at the job site at the request of the Building Official. This NOA revises NOA # 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 i93/r30/W15* PagiI James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Sithmitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Sirbinitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Inteitek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`r' edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. 03 3 J 1S Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 A me WALL LENGTH Stud Spacing at 15' O.C. aGAlq I wom ftflurim , 1 iEIGH A..Mii.NoiC.. 177 BF Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance DETAI.A Sheathing fastener, as described in Note 1 Panel fastener, as described in Tr Note 2 i HardiePanel, Cempanel, I Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 14042 518" thick / 5 ply APA rated plywood she, fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 518" thick / 5 ply APA rated j plywood sheathing in accordance with Florida Building Code Section 2322.3 Water -resistive barrier per Florida Building Code Section 1404.2 2' X 4" S-P-F Wood Studs HardiePanel, SECTION B-B Cempanel, Prevail Panel Siding PRODUCT DESCRIPTION HardiePanel®, CempaneW, & Prevail® Panel Siding materials are nonasbestos fiber-o=ment products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. jMNEL DIMENSIONS Width Length Thickness 4' 8,9,10' 5116" DESIGN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over 5/8" thick / 5 ply APA rated plywood sheathing HARDIEPAIdEL„CEMPAt tEL, 'RE1/AILRANEI SIDING iNSTALI.A-nON DETAILA All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3. The siding panels shag be installed over 5/8' thick /5 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" 0-C. Note 7] The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shag be spaced at 5" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTAI1A11ON DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 E FSCM NO Fax 909-427-0634 A Creator E Gonzales SCALE 1/2' =1'-0" DWG No REV PNL-PLKSOFF 1 Date: 4r242013 SHEET 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 P eDUCr REVISED o+ilieg witY 1tJc Ffarib sawing caft AMWWM NO 15-0120- Of PRODUC REVLSFD - Ekadkg0x1r l - 7- 17 BY r i ProaMx era 16.00in.-{ I I I fYI Fastener Spacing per Florida Building Code Section 2322.3 I I l FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322-3 CLADDING THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" Q.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing 1N :* I = STA 0 F40 _ 1 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm AvenuemanFontana, CA 92337 Phone: 909356-6300 SIZE FSCM No DWG No Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1" = T-0^ • Date: 4/24/2013 SHEET 2 OF 12 REV 1 WALL LENGTH Stud Spacing at 16" O.C. I j/Axe a-o Nul il,v/ WALL {, i N0. EIGHT i J STATE c-- -- - -- pia NA Nails at 6" O.C. (typ.) 318" Minimum Edge Distance QE_TAAI A Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanelO Siding r Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. L20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAILA PRQDUCf DE_% RIPIiQL4 HardiePanel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos 5/8" thick 15 ply APA rated fiber -cement products tested in fk plywood sheathing fastened accordance with ASTM C1186 Grade 11, to metal studs as described Type A and meeting the requirements of in Note 1 the Florida Building Code. Water -resistive PANEL_DLMENSIOIJS Width Length Thickness barrier per Florida 4! 8,9,105/16" Building Code Section 14042 DESIGN PJ3ESSUR RATING Installation Design Pressure toga, 3-5/8" X 1-5/8" Metal Studs -104 psf a k Metal Catud try HardiePanel, Impact Resistant — St~ CTJ.ON-t3 Cempanel, Panel installed over 5/8' thick 15 ply Prevail Panel APA rated plywood sheathing Siding FIR- I OIEPANEL CEMPANEL,_PtZEVAILPRNEL SIDING {NSTALL 1710N DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePaneL Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N. O.A. Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-1/4" long bugle head screw The siding panels shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O. C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-518" long' ribbed bugle head screw (*or screw shall have at feast 3 full threads penetrating.metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, lnc. 10901 Elm Avenue Fontana, CA 92337 Phone, 909-356-6300 SIZE FSCM NO DWG NO Fax 909427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE' 112•=1'-0" Date: 424/2013 ISHFET 3 OF 12 2- M 1 6.00in. N— I I II II I 6.00in. PRODItXT REYISID as coaV1ywS wide the F7aide Bwl&* Code { ACOCptMW NO By PDX RgMING NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHFATI-11J IG NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLAD_D[NG THE PANEL IS FASTENED WITH NO. 8-18,0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I Framing II I II ICI II Sheathing II I I.I I.I 0GAto I I i I SF —_ 121 STATE OF I I to FORFOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SiZ` FSCM NO DWG NO RE Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E Gonzales SCALE 1" = 11-0" Date: 4/24/2013 ISHEET 4 OF 12 Ii WALL [. Stud Spacing at 16" O.C. - WALL LENGTH i I i i I i as0*)i21Bwfe!E[Ilbdit 1, I6ii I i3uild(CoAe i r-s.,, aa- p,a caw i i ; , I L---- -r ---- - - ----- b Irk, 1- - - - 'u_- -'p-:•f 1i!- 13 - SS10 N AV E , 3/4" Minimum Edqe Distance Nails at 16" O.C. (typ.) Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 14042 5/8" thick /5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL PRODUCT DESCRIPTION A HardiePlank®, Cemplank®, & Prevail® Plank Lap Siding materials 5/8" thick / 5 ply APA are nonasbestos fiber -cement rated plywood products tested in accordance with sheathing in ASTM C1186 Grade 11, Type A and accordance with meeting the requirements of the Florida Building Code Florida Building Code. Section 2322.3 MENSPANELD-_--_ L E Water -resistive Width Length Thickness barrier per Florida 59-1/2" 12' 5116" Building Code Section 14042 DESIGN PRESSURE RATING 2" X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant- S CTIO Planks installed over 5/8" thick / 5 ply B_B 1-1/4" iall X 5/16" APA rated plywood sheathing thick starter strip HA$DIPLAlV.1C,_CEMPLANI<LPR_Ey 4I.L_Lq$1DINGJNSTALLA710N DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is 5 8-1/4" vertically. Note 2] The siding fastener shall be a 2-11Z long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into wood studs through 518" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-WOO SIZE FSGM NO DM NO REV Fax 909-427-0634 A PNL-PLK-SOFF 71 Creator. E. Gonzales SCALE 1/2— 1'-0" Date: 4/24/2013 sFIEEr 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 ---16 in. OC-- / Cladding I-1 1 Fastener Spacing per Florida Building Code Section 2322-3 0.75in------ —--- —------ —--------- FROWCi REVLSt~M axoomptywSwiitblbeikrm% Build Coft Arcpamor t3o % T 6 I ade F'n cc Gontrai 0. 251n. FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLApDI_ I G PLANKS OVERLAP 1-1/4" THE EXPOSURE IS s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-112" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS,-PLACEO 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Framing Sheathing I • • I ,,,,' r`°rr ` to A _ MOMCrREv I , Sas C000) a' wxk Sgg 4 No. 121 sr :.° STATE OF nodwe _- 110- F QRIDP- <c NA1- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND FkAV6 LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) ne: 0634 1 A HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Buildfng Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DM NO RE PNL- PLK-SOFF I 1 l Stud SpacinVVALL g at 16' O.C. i WALL • 1 I EIGHT fi I L'- Bt-- 3/ 4" Minimum Yx Floridt Aeoepteot2 '0. L+Terllfi i Client NGTH SEE IZ D_UC7_DESC IPT_O{3 P O _ __ 1 _ DETAILA HardiePlank®, Cemplank®, and 5/8" thick /5ply APA Prevail® Plank Lap Siding materials r-- --- - - - - ----- --- ~ are nonasbestos fiber -cement rated plywood products tested in accordance with sheathing fastenedASTMC1186 Grade II, 7 i tometalstudsasTypeA and tt airr, meeting the requirements of the UtSMi describedinNote1FloridaBuilding Code. wubitboF&wi& ,', rNI) water -resistive E.tr barrier per Florida PL/NK DIMENSIONS O 7 7 \ F - Building Code Width Length Thickness Alm Section 14042 5 9-1/2" 12' 5/16" todotxCoe sl i : i . I i•i : i•i i i ; Mega, 3-1-5/8" • DESIGN PRESSURE RATING Metal C studstud i _ Installation Design Pressure F Metal Studs -92 psf r DIN I HardiePlank cS' mptank, Prevail S t CT10 Lap Siding Impact Resistant -• Distance Nails at 16" O.C. (typ-) +%NAL . ---- 1-1/4' ta1 X 5/15" Planks installed over 5/8" thick / 5 ply l thick starterstrip APA rated plywood sheathing DETAIL —A HARDIF3LANK CEMPLANK PREVAIL LJLP SIDING INSTALLATION DE IJ.$ All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 . Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed sha I be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1] 5/ 8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding fastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameterx 9-1/4" long bugle head screw described in Note 2 ' Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is s 8-114" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4" long* bugle head HardiePlank, screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is f fastened s 8-1/4" O.C. verfically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314" Prevail Lap Siding from the bottom edge of the overlapping plank. 0 Vertical joints shall be placed over studs. Water -resistive ' The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum barrier per Florida 20ga, Nominal 3- 5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fastener's shall have a minimum edge distance of 3/8 . Building Code Section 1404.2 5/8" thick 15 ply APA rated ff plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/ 8" X 1-5/8" Metal C•stud Phone: 909-356- 630C The wall and soffit frames are to be designed Fax 909-427-0634 by the Architect or Engineer of Record in compliance with the Florida Building Code. 'Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION A SCALE 1 / 2" = V-0" James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Owe NO PNL- PLK-SOFF Date: 4/24/ 2013 1 SHEET 7 OF 12 6.00 in. t • I`! 6,00in. i 0.751n _ --- m camplyi*..idi the II7arida No 13-s//•G+ 58.25in- . FR.A,M NG NOMINAL 20 GAUGE 3-5/8"X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SI.IEATIiJNG NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -'PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4• LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. 6.00in.00 REVMED i• I I I. I I aoaplyying wft 1bg nwitf Cladding Framing Sheathing WN o. 121 ATE OF cs FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) liHARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,, Inc. p 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 size FS5m No ow6 No Fax 909-427-0634 A PNL-PLK-SOFF Creator I- Gonzales SCALE 1"= V-0" Date:424/2013 SHEET 8 OF 12 REV 1 WALL LENGTH Stud Spacing at 16" O.C. i is WALL IEIGHT i i I — i 1' .1-- .1 .l. B 318" Minimum SEE PRODUCT DESCRIPTION DETAIL A Hardie5offitm & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A l and meeting the requirements of the Florida Building Code. SOFFIT DIMENSIONS 2"X a" 5-P-F Width Length Thickness Wood Studs 4 8' 114, pJ$LGN PFZDSSUREj3ATING HardieSoffit, Installation Design Pressure Cemsoffit Wood Studs -70 psf bEd S C TJON_B Nails at 4" O.C. (typ.)M6Dtr;•REvLsM PRODUCTREVL%ED Distance se a, &C p B cmmRdiag k WMeke F1oriAa Bagains Trio er Br soffit fastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. OGAW4 No. 4 21 STATE OF s810 N Al, HARDI. DSOEFI:r. t.F NSOFFLTpAN,EL I,NSTALLAXJON_DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2'%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail: the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" 0'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION 1 James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SIZE FSCM W WG No REv Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 12-= t'-0" Date:4/2412013 ISHEET 9 OF 12 6.00in. 4.00]Tn mbbucrQmm noaucrRE »n brae o naoa . i •f FRRMA NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2- LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing- 0ISA VVR. No. 121 STATE OF • ss ONALEe; lit FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-355-6300 size FSCM NO Mr. NO REv Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E Gonzales SCALE 1" = 1'-0" Date: 4/2412013 SHEET 10 OF 12 B E- D ET,p,l4A WALL LENGTH — Stud Spacing at 16" O.C. SEE D TAILA SEE 1 1 3/8" Minimum Nails at 6" O.C. (typ. Distance t fastener, as ribed in Note 1 HardieSoffit, Cemsoffit i 20ga, 3-5/8" x 1-518" Metal C-stud j The wall and soffit frames are to be I-- designed by the Architect or Engineer of Record in compliance with the Florida Building Code. Pk ODUCT DE.SCRIPT ON HardieSoffrtV & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the J requirements of the Florida Building Code. 20ga, 3-5/8"X 1-518" SO>=F1T DjMWSIONS Metal Gstud Width Length Thickness 4, 8' Y411 HardieSoffit, Cemsoffd DESIGN PRE_S_SURE RATINGCemsinstallation ~ Design Pressure i Metal Studs -55 3f Li t.OGA SECTI- ON BBB MODtX7117 itEVLSM PRODUCT REWSED s wig tYa Fioriir "S ° O"'pl% witlt ft Florida ; F s WIding 3 c.. 1Vo 12i GOAcceytaonNo r / / 1 AVOWISM NDr, > W 7 13 : 8 7A771C OF Mk"Taft rn.3ue cAard xe Roeect ca+evl t' ' - oR r D R L1ARDIE,SOFF([ CEMSOFFITpANEL INSTALIATIOtyDETAILS ~'. NR L ENS,,,++ All installationshallbedoneinconformancewiththisNoticeofAcceptance,-VWManufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSof t, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-518" Metal C•-studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4" long* ribbed bugle head screw (nor screw shall have at least 3 full threads penetrating metal - framing),the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator. E. Gonzales A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSCM NO 12" = 1'- 0" DWG NO REV PNL-PLKSOFF 1 Date: 4/ 24/2013 SHEET 11 OF 12 Cladding Framing 6.00in. PRODUcr REMM ooW4jM will the Fbfi b PRODUCT REV'MM ' Aoee wMe tb US / wiep do FioridsI. Byw1r( ua tmxj PTafturanta . 2 21 : c A= SSA OpQ'. *:!4j 9oFF FLORA q5 ssioNP NOMINAL 20 GAUGE 3-518" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTIONDIAMETERX1-1/4 " LONG CORROSION RESISTANT' RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE James Hardie Building Products, Inc. SCREWS 5' O.C. AT PANEL EDGES AND INTERMEDIATE _ 10901 Elm Avenue STUDS Fontana, CA 92337 Phone: 909-35"300 SIZE FSCM NO DWG NO REV Fax 909 427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 11-0" Date: 4124=13 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 k• • - ix^`" it -3 'kjw r„ y -3. , ;_,_.k f = ' IcBCISHome ! Lop In 1 User Registration Hot Topics Submit Surcharge Stats & Facts i Publications E FBC Staff i BCIS Site Map 1 Links Search b' y r< "ProductApproval,' .. USERPublic User e=' Product Aooroval Menu > Product or ADohcation Search > Application Lis[ > Application Detail FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived E3 Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813)249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813)249-9742 PFrost@aluminumcoilsinc.com 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 El Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden M Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001 2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http : //www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQvADquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 0 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.pdf Created by Independent Third Party: Yes back Next Contact Us : • 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850i87-1824 The State of Florida is an AA/EEO employer. Coovriaht 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 mad to this entity. Instead, contact the office by phone or by traditional mad. 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: LFtTM 05 F*_1 RE] M Credit Card, Safe - http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquk24AUCp/o2fE... 9/7/2017 CREEKL TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www alum inumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS This report is not for use in the HVHZ. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. Soffits shall be labeled in accordance with FBC Section 1710 9.2 and 1710.9.3. 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 FBC compliant installation detail shall prevail. Installations shall meet the minimum ventilation requirements of FBC section 1203.2 Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001 2 FL12194-R5 Page 1 of 3 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 ALUMINUM COILSoffitits INTECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ppanels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 12"CENTER VENT ALC15001.2 FL12194-R5 Page 2 of 3 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. Y CREEK 7t TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E have demonstrated compliance with the Florida Building Code 5`" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tilt lr ii No 74021 O: STATE OF :4 In CERTIFICATION OF INDEPENDENCE w _ _ 2017.06.06 15 :48:16 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 APPENDICES 1) APPENDIX A— Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 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 APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1{ l b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location ALC15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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. CREED{ TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location lF Fastener Fastener Location 1,l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions " 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# A roved S stems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16-inch 0072-inch dia. x min. 3/16- inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head iliatrip nail spaced 48- 48 64. 2 spaced 24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0. 072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. u CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel . ; - ` Wall Connection Eave Connection System Panel MDP No. Width pso Substrate} F-Channel Panel Attachment Substrate Panel Attachment, Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel' Wall Connection Eave Connection-, , System Panel MDP No. Width pso - Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-Inch head dia. trim nail 25.6 inch o.c. • O.C. 3/16-inch spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4- 27 16F-4 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 24-inch o.c. spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8 inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x. Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced 4-inch 0072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood o.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel • Wall Connection '. Eave Connection ' System Panel MDP . No. Width psf) Substrate J-Channel t Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel - - Wall Connection Center Connection Eave Connection System Panel MDP No. Width pst) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x ring One (1) min. 1.75-inch inch O.C./ 16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga1/4- One ( 1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch. 0. 072-inch diameter 801 24F- 2 12- inch Wood smooth shank rafter with one Wood l eg staple spaced 8 finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F- 3 12- inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to . 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. j CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel ` _ a Wall Connection Center Connection Eave Connection System Panel. MDP • F-Channel i Fascia Cap' No. Width Pso Substrate Attachment - Batten Panel Attachment Substrate Panel Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. y,- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch min. 2.25- staples in diamond batten or two (2) Wood lleg staple spaced finishing nail with min. 60 ininch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga.'/.- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-mch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panelsecur 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16-inch o.c. 24-inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail . Min 316" heed .lia. nail with mtn. 1!4" engauenent(for w,rl aubetlal.e) of min. 0.097" dig+. 'i-null or Stub nnil with min. 5/8" 911jA;j9n19ntlfCr cVn?ret,a or block spaced as noted FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 7"F'HANNEL 12F-1 & 12F-3 Wcry7, JoncfeLe or Filr_,ck Will STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. L CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail UrKr`, SOFFIT STAPLE OPEN RAFTER STAP3/4" x ,/4" DIAMOND PATTERN DETAILCROWNSTAPLES , I USING A DIAMOND stwus PATTERN FACIA BOARD FASCIA CAP 12 F-2 3/4" X 1/4" CROWNJTRIMMLFACIA BOARD 8" 1 STAPLE ON CENTER 1-3/4' TRIM NAIL P" F" CHANNEL CAN BE PAINTED S.S. 48' INSTALLED FASCIA CAPWITHTHEOC NAILING FLANGE UP OR 3/4- X 1/4" DOWN CROWN STAPLE SOFFIT —max. 12-inch span WOOD SO SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 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 A TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No.. Installation Detail 1 OPEN RAFTER IttI s Ate' `, SOFFIT STAPLE GIST ; ; DIAMOND PATTERN I 'DETAIL FACIA BOARD 1` a'r KNEENI STAPLES / 3/4" X 1/4- CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 u 3/4- X 1/4- CROWN J—CHANNEL STAPLE `8" ON CENTER screwed to soffit 1-3/4' TRIM NNL with one 8 x PAINED S.S. 48' 1/2" x 3/8" head O.C. diameter screw, 15" o.c. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 12-inch span 1-3/4- TRIM NAIL I % FACIA BOARD PAINTED S.S. I k FASCIA CAP 3/4- X 1/4" CROWN STAPLE SOFFIT—' SOFFIT &. FASCIA DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 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. YCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I- TRIM NAIL FASCIA BOARD PAINTED 5 S. FASCIA CAP SOFFIT 1-4- CROWN STAPLE OPEN RAFTER FASCIA BOARD 14 Ga `/6' r Hai 16F-1 SOFFIT &FASCIA 16F-5 DETAIL FASCIA CAP, REFER TO SOFFIT L FASCIA F' CHANNEL-----""" HANNEL DETAIL SOFFIT; MAX. 16' SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 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 a TECHNICAL SERVICES, LLC System No. Installation Detail r Min. ?/V head dia. nail with min. 1!:" ernaagement.{for wood substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" engagement -(for concrete or block substrate), spaced as norA above. 16 F-3 ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, Concrete or Block K STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" L—PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK UM TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Apbendix B System No. Installation Detail Vr — rWEEX ` SOFFIT STAPLE OPEN RAFTER / sT 3/4' X 1/4" ; I ; DIAMOND PATTERN J D ETAI LCROWNSTAPLES1 USING A DIAMOND \ +—HIVKTvm+/ sr nEs i PATTERN FACIA BOARD FASCIA CAP 16F- 4 3/ 4" X 1/4" CROWN FACIA BOARD 8' 1-3/4" TRIM NAIL r_*F" STAPLE ON CENTER 1- 3/4" TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAP INSTALLEDWITHTHE0C. NAILING FLANGE UP OR 3/4 X 1/4" DOWN CROWN STAPLE SOFFIT — max. 16-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001. 2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix B System No.. Installation Detail 1 j!' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT-1FASCIA CAP SOFFIT 1"z!' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1" 4- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND 16F-2 & PATTERN: REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP: REFER / \ TO SOFFIT i FASCIA 1 . F' CHANNEL DETAIL SOFFIT; MAX. 16' SPAN SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3/•_ K , SOFFIT STAPLE OIST DIAMOND PATTERN J L-.- DETAIL FACIA BOARD `, KTvEEN/ I STANCES 3/4" X 1/4" CROWN STAPLE "24" ON CENTER USING A OLAMOND PATTERN FASCIA CAP 16J-1 rJ—CHMNEL 3/4" X 1/4" CROWN 1-3/4" TRIM NAIL8" FACIA BOARD 1-3/4" TRIM NAIL STALE ON CENTER PAINTED S.S. PAINTED S.S. 48" FASCIA CAP O.C. 3/4" X 1/4" CROWN STAPLE SOFFIT —max. 16-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 rr TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRIM NAIL FASCIA BOARD PAINTED S.S. 1 1'r4' CROWN I _ I FASCIA (AP STAPLES SOFFIT A DIAMOND PATTERN; REFER TO 1"r!' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 TRIM NAIL N1, FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA DETAIL 24F-1 & 24F-4 — FASCIA CAP; REFER i0 i \ DETAR. SOFFIT FASCIA Nominal 1'at' SYP BattenA h I 3/81 IF•CNANNEL Rallers with oneone 7iSOFFIT; MAX, 24" d Ring Shank Nail at every Rater i WOOD SUBSTRATE \ \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001. 2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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. ry CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail „ f I' TRIM NAIL FASCIA BOARD PAINTED S.S. j 1.1' SMOOTH SHANK ROOF PAILS I FASCIA CAP SOFFIT CROWN STAPLE I I I' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA 24F-2 & DETAIL 24F-5 1'rj' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL Nominal 11"0' SYP F-CHANNEL Batten Anchartd to SOFFIT; MAX. 1P Rafters vith one ld Ring Shank Nail at every Rafter WOOD SUBSTRATE ALC 15001.2 FL12194-R5 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 TECHNICALi TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail - •— _ r - - TRIM NAIL FASCIA BOARD PAINTED S.S. f 146A i" T-NAILS I —FASCIA, CAP SOFFIT 1.4- CROWN STAPLE 1 I" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal 1's2' SYD Batten Anchored to SOFFIT; MAX. 24' F-CHANNEL Rafters with one 1d Ring Shank Nail at every Raller MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAIL FASCIA BOARD PAINTED S S. 1"s!' CROWN STAPLES FASCIA CAP USING A DIAMOND SOFFIT PATTERN; REFER TO CANTILEVERED I'Xj- CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA I TRIM NAIL PAINTED s.s. DETAIL 24J-1 & I` I.4- CROWN STAPLE 24J-2 FASCIA CAP, REFER TO SOFFIT t FASCIA DETAIL/ trial 1' x 2' SYP battens t3" scabbed between rafters and SOFFIT; MAX. 24' J-CHAN4EL secwed with one (1) 7d ring I chantnailstraight -naffed through the rafter into the end WOOD SUBSTRATE of the bahenortwo (7)7d ring strank nails toe -naffed on either side of the ballenn at the battenlrafter Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vu„ is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix C 4: " -;5, + ": " ; "Desi" n Wind Pressures'for-Soffits in -.Exposure B Building Type r-- Zone Mean, _ S Roof' Height ft r , . -- _ Wind Speed m'Basic fi -:' 120 130 •` r 140 - W 150, 5 : 160 F- f T 170': "` I 180• i 190 r - 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 ALUMINUM COILS, INC Soffits Appendix C Design Wirid!Pressures for, Soffits in;Ez -osure.Cl'-' Building Type yZone Mean-'-- HeR oofitf ftr- y__ _ ,-----_ Y ` Basic Wind' S" eed mph)' 1. 120 130 140- I 150 160 170 _ A80 190'- " 200, . 20 21. 7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22. 6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 1 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25. 0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26. 2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27. 9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29. 1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30. 9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32. 4 38.0 44.1 50.6 57.6 65.0 1 -72.9 81.2 89.9 60 33. 6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13. 9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14. 5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15. 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16. 0 18.8 21.8 25.1 28.5 1 32.2 36.1 40.2 44.5 50 16. 8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14. 5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15. 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16. 0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16. 8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17. 4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.2 FL12194-R5 Page 3 of 4 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 ALUMINUM COILS, INC Soffits Appendix C Design Wind:Pressures'for Soffits in'Uposure D` i. Building : Type Zone Mean Roof Height ft Basic Wind'S eed m h ; t•-" 120 lJr.r 130:` ; z 3., 140 _kS 150 - i 160. 170, r^-, t f r` -180 s 190' r 200' 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 506 561 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 1 29.4 33.4 37.8 42.3 47.2 522 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC 15001.2 FL12194-R5 4of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 3/8" F-Channel 3/8" -L 3/8" J-Channel 3/4" — r 1/8" HEM 15/8" J1_ T7 3/4" 3/8' ALC 15001.2 FL12194-R5 ISOMETRIC VIEW 3/8' PROFILE ISOMETRIC VIEW 3/6' PROFILE ALUMINUM COILS, INC Soffits Appendix D Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. 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. x CREEK TECHNICAL SERVICES, LLC Fascia 3/4" 7/8" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2- FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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. GREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 1.18" BLANK' 3 / 8 PROFILE z 1 rs^ nee d6d000 oaa 00000 oaoa ooao ooaa ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 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. y CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/8" 7/8" 3 1/8" 5/16" 112" 1/2" 1/2" 1/2" 1/2'. 3/4" 1/8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 2 125' REF 0 50'T\ P 025'Tl'P O 125'T1P --1 00000 ooao aaooa =. 000 oaoo oaao END OF REPORT ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 r rR,' :' ii- ; _ - S, _yt- •4 FA'C i 3 14:+tidiriW BCIS Home Log In User Registration Hot Topics i Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map ( Links Search j b a p Product Approval USER: Public User Tara r•,R:. Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By is IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOO1@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOOI@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden Validation Checklist - Hardcopy Received Standard , ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.pdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hip and Ridge Cap Shingle Installation Instructions pdf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip atLearding Staer Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15-DofDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - A5TM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf FL7006 R9 II Roofing -Products -Leading Edge-Plus- Apphcation-EN(1). Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO'sMarathonBrampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www.floridabuilding.org/pr/pr_app_dtl. asps:?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AkEEO employer. Copyright 2007-2013 State of Florida.:. Privacy Statement Accessibility Statement :: Refund Statement Under Flonda 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 mall 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 E Credit Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 j.v CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge12_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06—reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. j ,,'' Signed: .,%_ ,/,,-,/ C Signed: Brad Grzybouiiski Managing Director Duc T.lNduyen Florida Reyts Bred Professional Engineer P.E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133-02-01 PRI Construction Materials Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax. 813-621-5840 e-mail. matenalstestmg@pncmt com WebSite http./M"pncmtcom IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4"into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES SEALING STRIP ~ '• _ —, \ 1"—+ i 1 t I 6118- 1 1/2'L- NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Matenals Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel 813621-5777 Fax 613-621-5640 e-mail: materialstesting@pricmt com WebSite httpJ www.pricmt com IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 31 NAIL LINE NAILING - STEEP SLOPES APPLICATION Use sic nails as shown. may. i„ r ' — z, "" '" ar r r r) CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS,PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax 813-621-5840 e-mail malenalstesting aepncmt com WebSite'http'/Awv.pncmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. TAPER MIT PRI Construction Materials Technologies, LLC 6412 Badger Dnve Tampa, FL 33610 Tel. B13-621-5777 Fax 813-621-5840 e-mail matenalstesting@pncmt.com WebSite http./A&ww.pncmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel, 813-621-5777 Fax 813-621-5840 e-mail, materialstesting@pncmt com WebSite http llwww pncml.com Florida Building Code Online Page 1 of 2 fit- BCis Home Loy In I User Registration I Hot Topics ! Submit Surcharge Stats & Facts i Publications FBC Staff j BCIS Site Map Links search bpr Product Approval USER: Public User erc:atrcra l%rr•,rVF.tza Product Approval Menu > Product or ADDllcatlon Search > ADDI FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email cation List > Application Detail FL2346-R5 Affirmation 2014 Approved El Warrior Roofing Manufacturing 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoofing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method 'Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. 3 Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Indeoendence.Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By 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. http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVX QwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity ')Yes ONO ;1N/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Summary of Drodurtc FL # Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II InstallationInstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.Ddf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 R5 II InstallationInstructions.Ddf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone. 850-487-1824 The State of Flonda 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: Credit Card. Safe http://www.floridabuilding.oror/pr/pr app dtl.aspx?param=wGEVXQwtDgtOc8 bnSknRps9... 9/7/2017 WARRIORg ROOFING MANUFACTURING P.O. BOX 40165 • TUSCALOOSA, AL 35404 a PHONE (205) 553.1734 • FAX (205) 553.1755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 t 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • FAX (717) 709-0027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length a minimum of two inches as you move up the valley to -insure prop6j:4ater shedding.`;., In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. CITY OF SANFORD 31JILDING & FIRE PREVENTION PERMIT APPLICATION on No: /9---,?9,_?3 slue: $ Historic District: Yes No Parcel ID: Residentiai,e`Commercial Type of Work: Nevw,0 Addition Alteration Repair Demo Change of Use Move Description of Work: e_ )e-C_4 (-)_ c? 0J Lt_) Ur k . Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of prope ? Contractor Information Name 74" n6l Phone: 813 -910,3 403 CX4 3 Street: /D34 _S ipacr r Fax: - City, State Zip:-TgjMp 1- 5 31,,/3 - State License No.: a130051-10? Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: _ Address - WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for.electrical work, plumbing, signs, wells, pools, furnaces, boilers, 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 Pen -nit Application ii• 10TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be ound in the public records of this county, and there may be additional -pennits requited from other governmental entities such as water nanagement 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 an ning. Signature of Owner/Agent Date 1grature of Co NA`gent — I Bate " Print Owner/Agent's Name Signature of Notary -State of Florida Date r Owner/Agent is Personally'Known to Me or Produced ID - T Type of ID Print Contractor/Agent's Name - Signature ,otary-State fFl d, t Date b d•, Su11d 1 t: Clair 2q' dommission # GG151707 Fxoires: October 15, 2021 bollUtu liliu rnauu i" • nnut Contractor/Agent is Pe sonally Known to -he' Produced ID Type 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 Constructjon: Electric - # of Amps - - - plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: • Yes • No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: r' —d lime 30, 2015 Permit Application CONTRACT PROPERTY OWNER OR HIS AGENT: PARK SQUARE HOMES ADDRESS: 5200 VINELAND RD CTTY: ORLANDO I STATE: FL AGREEMENT PAGE 3 1 OF 1 4 f7 ; JOB NAME: DATE: 6/21/2017RSvES;:' Documo T: ELECTRICAL CONTRACT REVISED SPEC: LEVEL I - WITH CFL BULBS FUEL: GAS/ELECTRIC MARKET: ORLANDO CITY: SANFORD s'AT'C: FL WYNDHAM PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE BARCELONA 200A 2392 10-kW HEAT 240V, 60A 6,663.00 5-TON AC 240V, 50A CARNIVAL 200A 2402 10-kW HEAT 240V, 60A 61667.00 5-TON AC 240V, 50A CYPRESS 200A 3449 10-kW HEAT 240V, 60A 8,477.00 5-TON AC 240V, 50A GLASTONBURY 200A 2798$6,992.00 10-kW HEAT 240V,- 60A 5-TON AC 240V, 50A MADRONA 200A 2091 8-kW HEAT 240V, SOA 5,740.00 4-TON AC 240V, 40A MARGATE Il 200A 1966 8-kW HEAT 240V, 50A 5,455.00, 4-TOUAC 240V, 40A MELBOURNE 200A 2107 8-kW HEAT 240V, 50A 5,701.00 4-TON AC 240V, 40A MILAN 200A 1349 5-kW HEAT 240V, 35A 4,279.00 3-TON AC 240V, 30A PEMBROOKE 200A 2570 10-kW HEAT 240V, 60A 6,281.00 5-TON AC 240V, 50A PENNSACOLA 200A 2570 10-kW HEAT 240V, 60A 6,616.00 5-TON AC 240V, 50A CONTRACTOR/OWNER: DATE: EDMONSON ELECTRIC: DATE: l 1034 Skipper Road • Tampa, FL 3 13-Phone:(813)910-3403 mx:(813)910-8546 • www.EdmonsonElectric.com FLORIDA LICENSE If ECI3005408 i' CITY OF SANFORD BUILDING & FIRE PREVENTION71WTPERMITAPPLICATION Application No: 1 `7 2q 7 3 P(CsejVGocumented Construction Value: S. GO Job Address: Historic District: Yes No W Parcel ED: ResidentiapCommercial Type of Work: NewO Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person: ILC ) Phone: 407-323-7515 Fax: Title: 34954 Ems: info@api-orlando.com r I Property Owner Information Name 02 1 mac) QUCIt L140 1 ,,L Phone: Street: - Resident of property? City, State Zip: Advantage Plumbing, Inc. Name rV 130X I 1 F/ Street: City, State Zip: Sanford, FL 32772 Name: Street: City, St, Zip: Bonding Company: Address: Contractor Information Phone: 407-323-7515 407-323-8954 Fax: State License No.: Architect/Engineer Informatio Phon Fax: E-ma Mortgage Lcaauca Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: SP 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. Signature of Owner/Agent Date Print Owner/Agent's Name - Signature of Notary -State of Florida Date Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date A Thomas Smith Print Con etor/Agent's Name 11%,kof Signs a of Notary -State of Flo " ttAeraditLllt armcJcs- dh NOTARY PUBLIC i11f STATE OF FLORIDA Cormtll GG136869 Expires 8/2112021 Contractor/Agent is X Personally Known to Me or 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: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Advantage Plumbing, Inc. Page No.1 Proposal of 1 Page(s) Submitted To: Phone: Date: 5-25-17 Name: Park Square Homes Job Name: Milan; Wyndham Preserve; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specifications and estimates for.- 2 Water Closets, Sterling per spec, elongated. 3 Lavatories, owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling PerForma. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand. 1 Shower with vinyl pan. 1 Laundry box. 1 Ice maker box. 2 Hose Bibbs. 1 Disposal, Badger V. Hookup owner provided dishwasher. Sewer and water service. Uponor water piping. Moen valves per spec. Bid less costs of all sinks and faucets. We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of: Three thousand five hundred eighty dollars $3,580.00 with payment to be made as follows: 30% upon completion of rough in; 30% upon completion of tub set; 40% upon completion of trim All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. r Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. Signature Date PO BOX 1117 • SANFORD, FL 32772 • P (407) 323-7515 - F (407) 323-8954 ADVANTAGEPLUMBING@CFL.RR.COM r 1' "N CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 4420 Job Address: 2479 Waxwing Way Historic District: Yes No Parcel ID: P#17-2923 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 2.5 ton HVAC with duct work (2 bath fans and dryer vent) Plan Review Contact Person: Adlyn Rodriguez Title: Permitting Clerk Phone: 407-975-2762 Fax: Emall:Adlyn.rodriguez@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating Phone: 407-975-2762 Street: 7225 Sandscove Ct Fax: City, State Zip: Winter Park, FL 32792 State License No.: CAC 032444 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 perfonned to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 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 foree oing information is accurate and that all work will be done in compliance with all applicable laws regulatil g Oistructipn and zoning. Signature of Owncr/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Ir- r ---Ze 12/21 /2017 Kevin Stine Print Cont actor/Agent's Name Signature o' to Date KELLY WEBSTER Notary Public - State of Florida Commission # FF 978034 My Comm. Expires Apr 4, 2020 Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: 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: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Pennit Application Revision ff Response to Comments Permit # 17-2923 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 1 /22/18 Project Address: 2479 Waxwing Way (Wyndham Preserve lot 156) Contact: Michelle Parkison Ph: 407-529-3135 Fib A Email: mparkison pa, rksquarehomes.coCOPY I Trades encompassed in revision: General description of revision: JAN 2 2 2018 Building BY" Plumbing Revised drainage riser diagram Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building i LiLl 4 )+Ayv\ 4 %F jeR.Vd -advantage Plumbing, Inc l License # _____,_, ? Name S767° L uD signature -- of J G Z' rri 3 0 2 ver 3 3 . j nOo O p CA o 1 r Envelope Leakage Test Report Blower Door Test) R402.4.1.2 Compliance Jurisdiction: C, jl 04: 5qn C-0 sal Permit #: t j 2q 23 job Information Builder:?,"Y'<< Community: "AA VrZ30' - Lot: 15 Address: 2` -1 `i LOctxw) weti Unit: City: -54,1 j?O State: FL Zip: 3 2 7 -73 Air Leakage Test Results Passing results must be7ACH(50)orless. Method for calculating building volume: f x 60 _ 125 \4 5^ _ `I , s 2 O Retrieved from architectural plans I CFM(50) Building Volume ACH(50) (2( Code Code software calculatedZI PASS FAI L O Field measured and calculated If ACH( 50) is less than 3: A ventilation system is installed in the home and has been verified by tester. (Required) tester initialsCertificationof Test Results R402.4. 1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure or 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993( 5) or (7), F.S. or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Testing Company Company Name: 15 Lightyears, Inc. Phone: (855) 43£-15_15 I hereby verify that the above Air Leakage results are in accordance with the 5th Edition Florida Building Code Energy Conservation requirements Section R402.4.1.2, Climate Zone 1 and 2. Date of Test: Signature of Tester: /lam Printed Name of Tester:i--- License/Certification #: S I Issuing Authority: RESNET x r o of r•' Duct Leakage Test Report Prescriptive or Performance Method jurisdiction: Gi 7 d`{ —5Q -7 IG-cl Permit #: 11 2y 2.3 Job Information Builder: ?"Ac Community: wy'',j%?a " `'` Lot: 1 S(p Address: Z>(7 y ,,vct)ewI -ID c,uk y Unit: City: sue.- <fu State: zip: 3 2 -773 Duct Leakage Test Results O Prescriptive Method Performance Method System 1 2 cfm25 System 2 cfm25 System 3 cfm25 Sum of any dditional systems cfm25 Total of all systems r7Z 7 cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.2.2 Performance Method cfm25 (out or Total) To qualify as "substantially leak free" Qn must not be greater than the proposed duct leakage Qn specified on Form R405-2014 1 _ - rJn Leakage Type selected specified on Form fQnpfTotalofallTotalConditionedsystems Square Footage on Form R405-2014 R405-2014 (Energy Calc) OPASS [:] FAI L Energy Calc) 3 Testing Company Company Name: 15 Lightyears, Inc Phone: (855) 438-1515 I hereby verify that the above duct leakage testing results are in accordance with the Florida Building Code requirements with the selected compliance path as stated above, either the Prescriptive Method or Performance Method. ZX DateofTest: 2 lX Signature of Tester: Printed Name of Tester: Chris amez License/ Certification #: K51 DPR Issuing Authority: RESNET ltir, DESCRII`17YON AS FURNISHED: Lot 156, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 180 i Lor 179 LOT 178 1 N 89040'51 " E ' REC. 112' I.R.' REC. 112" I.R. NO I.D. ' 40.00' NO I.D. ry ti LOT 156 IL A• 20.00' 3.5'x3.5' 20.00' AC PAD 5.00' 14.0 16.0' 1 M COV'D. BRICK 5.00' 14.0' W r1q ONE STORY C p v RESIDENCE o O,z LOT 155 O O F.F.= 29.26' O O Q LOT 157 O 00 •~•, COV D. - - BRICK o "14.0' W AY 10.7' Q ro ^ 1 BRICK 16• 5.00' LK BRICK DR. 25.00' 25.00' 2 10' UTIL. P sj ESMT. r61' ry P.C. 30.12' REC. 1 2" I.R. 5' CONC. WALK REC. 112" I.R. 1 NO .D. 0 3, (B.B.) AT0.2' 89040'51 " E NO I.D. OFF 40.00' ON SLTILICKS AS FURNISHED 1 01 C1 006 1 FRONT = 25'(•) `1. G 0 tiG 01 REAR 20' WAXWING WAY SIDE = 5' (40' LOT) 7,5' (60' LOT) (50' PRIVATE ROAD) 10' (Y5' Lor) SIVE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED 70 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25- TOTAL LOT AREA 4,400 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PIN ORAINAGE PLANS I / 090 DRIVE 4001110- 510t SQUARE FEET FOUNDATION/PAD 1,740 t SQUARE FEET PROPOSED DRAINAGE FLOW WALKS 40/200= 240t SQUARE FEET REAR PATIO 103t SQUARE FEET LOT GRADING TYPE A FRONT PORCH DECK 72 t SQUARE FEET Soo 2,0341 130 - 2,164 t SQUARE FEET POOL DECK N/A t SQUARE FFET PROPOSED F.F; PER PLANS = 29.2' *NOTE, FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS PROVIDED BY CLIENT • NOT FIELD VERIFIED C-F?USE,NML'YTR-SCOTT & ASSOC., INC. - LAND SURVEYORS LEGLND - LEGEND - I • PLAT P.O.L. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TYP. • TYPICAL NOTES: IP, IRON PIPE PRx. POINT OT REVERS[ CURVATURE 1. DIE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY NESTS THE STANDARDS OF PRACTICE SET FORTH BY THE FLOWEA BOARD OFIP, ARUM ROD Pc'CBAD. POINTADIA OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND AMPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472027, FLORIDA STATULSCH • CONCRETE MONUMENT PAD. • RADIAL LT Iv. 1/2' IR •/BLI AS% N.R. NON -RADIAL 1 2. UNLESS EMBOSSED IYIDI SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. I:LI; RECOVERED VP. • VITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS POB •POINT OF BEGINNING CALC. CALCULATED I OR CASEMENTS THAT AFFECT THIS PROPERTY. I'OC. PDINT OF CONNENCFMENT A.M.P• ERMANENT REFCRCNCE LONIINENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 4 CENTERLINE Fr FINISHED FLOOR ELEVATION 16D HAIL t DISK 8 THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY BM. • BUILDING SETBACK LINELINE PTV - RICA11-CIF-vnY Bx • BENCHMARK 6 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED 10 RECONSTRUCT BOUNDARY LINES ESMT. EASEMENT B.B. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAINAGE UTIL UTILITY 8. ELEVATIONS, IF SHOWN, ARE WED ON NATIONAL GEODETIC VERTICAL DATUM OF 1020. UNLESS OTHERWISE NOTED. UTII. • LL,FC [NAB! LINK FENCE 9. CERTIFICATE OF AUTHORIZATION Ho. 4598. VDFE. VOOD FENCE -- c/D - CDNCRCTE DLOCK SCALE r-- I" - 20' DRAWN BY: ••• Pr . PUINT OF CURVATURE Y P T PLIANT OF TANGENCY ' LUTE ORDER No. DT sc DESCRIPTION CERTIFIED BY: . __- _ _ -- R RADIUS ' - PLOT PLAN 09-21-2017 4020-17 D DLL TAENGTH FORMBOARD FOUNDATION/ELEVS. 11-29-17 5J04-17 LHDRDcHGRD BEARING NORTH FINAL ELEVS. 04-18- 18 2420-18 l' H THIS BUILDING\PROPERTY DOES NOT UE WITHIN - --- -- H THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" M GRUSENAfEY R, R.L.S. 4714 ZONE X. • MAP / 12117CO090 F (09-28-07) J E W. SCOTT, R.LS If 480f