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2446 Waxwing Way; 17-3561; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT ER: 18100000 BUILDING A PLICATION #: 18-10000020 BUILDING PERMIT NUMBER: 18-10000020 DATE- January 08, 2018 / " / / 9 b U UNIT ADDRESS: Waxwing Way 2446 17-20-31-502-0000-1480 5 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL., SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: Park Square Enterprises LLC ADDRESS: 5200 Vineland Roaa, Suite 200 ORLANDO FL 32811 LAND USE: Wyndham Preserve TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2446 WAXWING WAY/ WYNDHAM PRESERVE LOT 148 SFR.DETACHED 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 705.00 ROADS -COLLECTORS.. N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dw1 unit 54.00 SCHOOLS Single Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,0.00.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 y AMOUNT DUE 5,759.00 STATEMENT ti/%QclRECEIVEDBY: <J` I IGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** ( J DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT I x 2-FINANCE 4-LAND MANAGEMENT v NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE O I' SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 4.5 CALENDAR 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: 1.101, EAST FIRST STREET,. SANFORD FL, 32771;. 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE POP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. THIS INSTRUMENT PREPARED BY: Name: Michelle Parkison Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 Permit Number: 17 i'!l"I:.AI flYMTi'Ir7Lu, r - .,,;..•0LE IsJJ'iI i i; _E K r,, CIRC:_L'TT ,:illiii T 1: CONt-' T WiLLEI: L' .ICI •.'.l .. J.+-t'%J .:1':. CLERK'S r 2018002112 REC'OFITIEL i,7 rrr ;n, 8 Parcel ID Number: 17-20-31-502-0000-1480 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the ollowing information is provided in this Notice of Commencement 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 148 Wyndham Preserve Plat Book 81 / Pages 93-102 2446 Waxwing Way Sanford, FL 32773 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new 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 Fee Simple Title Holder (f other than owner listed above) Name: 4. CONTRACTOR: Name: Park Square Homes 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 6. LENDER: Name: Fifth Third Bank Phone Number: 407-529-3000 Phone Number. Amount of Bond: N/A 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. Name: Phone Number. S. In addition, Owner designates of to receive a copy of the Lienor'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) 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. liji L Vishaal Gupta, Executive Vice President Signature of 07ce), L s , or er's or Lessee's (Print Name and Provide Signatorys TtdelOfffce) Autltorized Officer/D' r1P rjManagerl State of `c^ pr C do— Countyof 0rcx3Qj2 z The foregoing instrument was acknowledged before me this day of-', v.L3-r r20 4:^.. } r ti by \ ` r CJO ZV{J C- hi,ersonal y knwnte 0 OR Name of person making statement who has produced identification O type of identification produced: MICHELLE PARKISON ' y Public - State of Florida t> U Commission # GG 157861 Notary azure " My Comm. Expires Nov 5, 2021 Bonded through National Notary Assn. j CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ocumented Construction Value: $ sq%. { *-D Job Address: 2446 Waxwing Way, Sanford 32771 (Lot 148) Historic District: Yes No Parcel ID: 17-20-31-502-0000-1480 Residential 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(@parksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? : No City, State Zip: Orlando, FL 32811 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 Architect/Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Encl./ PO Box 530783, Deba[y FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. 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 `D Permit Application WD 1 3 4 3 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 Signature of Contractor/Agent Date Vishaal Gupta Vishaal Gupta Print Owne Agen ' Name Print Contractor/A nt's Name / Signaluur of o t e F ri ate Sign at re of Notary -State of Flbrida Date N•., MICHELLE PARKISON MICHELLE PARKISON Notary Public -Slate of Florida _ ,' 1" < : Notary Public - Slate of Florida Ttlmt\f) "v Commission # GG 157861`1" Commission # GG 157861 M Comm. Expires Nov 5, 2021 : TIIII " r +N, ; y P q r o; My Comm. Expires Nov 5, 2021 Bonded throw alional NolaryAssn. .`"'`` Bandud through National Nofa Owner Agent is ersona y nown to Me or Co LraUnJ nT nown to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building F2<' Electrical 2 Mechanical R Plumbing x Gas[] Roof Construction Type:y F;> Occupancy Use: Total Sq Ft of Bldg: IQ tf Min. Occupancy Load: 3 Flood Zone: k - 5 c P1 %TAC t k New Construction: Electric - # of Amps 74AZO /Sa Plumbing - # of Fixtures /(o Fire Sprinkler Permit: Yes No 9 # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: ENGINEERING: V'kTt- 12'1 - t-7 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 13y9 Milan - R) GR. Fire Alarm Permit: Yes No o WASTE WATER: BUILDING: SF- /- 41- Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION N ' PERMIT APPLICATION r: I • l Application No: 11 SY; Documented Construction Value: $ 150,000.00 Job Address: 2446 Waxwing Way, Sanford 32771 (Lot 148) Historic District: Yes No Parcel ID: 17-20-31-502-0000-1480 Residential X Commercial Type of Work: New N 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: mparkisonaparksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? : No City, State Zip: Orlando, FL 32811 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 Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Enq./ PO Box 530783, Deba[y FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 0 25• + 585• + 1,405• + 2,015• * 20.15 2• _ 10.075 10.08 + 20•15 + 30.23 * 0. * 7 'A 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. A ZZ-ObA> Signature of Owner/Agent Date Signature of Contractor/Agent We Vishaal Gupta Vishaal Gupta Print OwnerjAggenVt Name Print Contractor/A-nt's Name I L SIC 2- o 6 Signal r of o e Fri ate Signat re of Notary -State ofFlbrida Date NryH., MICHELLE PARKISON ;• ''r'iy' MICHELLE PARKISON t,`_ Notary Public —Stale of Florida = o`' Miv"•' r Notary Public —Slate ofFloridaCommission # GG157861 ° • = Commission # GG 157861My Comm. Expires Nov 5, 2021 ''Y;' My Comm. Expires Nov 5, 2021 Bond l lh rNaGonal Notary Assn. BondoJ through National Nola Owner Agent 1s ersona y nown to Me or Co c-M m T - E-TersonanyKnown to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # -7. 7,<(,n( BUILDING PERMIT Min Max Ins ection Descri tion 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 Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: Z-414, ELECTRICAL,.PERMI'T Min Max Descril2tion 10 Inspection Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLiJ1VIBI NGPER TIT 5 x u'l 9, r' Min Max Inspection Descri tion 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 1877 City of Sanford Planning and Development Services Engineering — Floodplain Management 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: 2446 Waxwing Way Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1480 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: N 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) i —" Ai miPii IM rI 7 ,4 F-7I h"@i'4 J Iiir P r,us rs 7 a a a ` OFFICIA L USE ONLY 4 m ' , —- "" nw.nar,'a.,p. ..,.,, 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 The parcel is not in the: W 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# 17-3561 Reviewed by: Michael Cash, CFM Date: December 11, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Fti18 ;D4 Landscaping i11 Right -of- ay 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 0 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 whays below. size and location of the existing right—of-way and use shall be provided or application could be delayed. 1. Project Location/Address: 2. Proposed Activity: X Driveway Walkway 3. Schedule of Work: Start Date i Completion Date IN 4. Brief Description of Work: Construction of new driveway for new single family residence This application is submitted by: Gail before YOU dig. ElEmergency Repairs Property Owner Signature: / Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 / Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.com Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said 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 right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or 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 read and understand the above statement and by signing this application I agree to its terms. Signature: Date: Z5;?:: /D & Z This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities A Date: Approved: M _ ` It'1017EngineeringDate: Site Inspected by: Special Permit Conditions: Date: November 2015 - ROw Use Driveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: , O 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): L-The specific permit and application for work located at: Street Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: 12/31/17 STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me thisI day o , 20,K7 , by Vishaal Gupta who is IXpersonally known to me or o who has produced as identification and who did (did not) take an o otar Seal) t ,;Y' ;'; •. MICHELLE D5,2021RvNotaryPublic - aCommission My Comm. Expir1 Bonded through Na. Rev. 08.12) Sig T ture vy-\k Print or type name Notary Public - Stateof Commission No. 1Pb-1 & / My Commission Expires: // 6 ! 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 inter Park, FL 32789 I liilil hill Iliif Ifiil Illll illll iffl IIII GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 4033 Pas 5-8 (4P9s) CLERK'S A 2017121544 RECORDED 12/01/2017 02:45:57 PM DEED DOC TAX $5 376.00 RECORDING FEES $35.50 RECORDED BY hdevore SPACE ABOVE THIS LINE FOR RECORDING DAT SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the Z day of November, 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 used4erein the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Spe toq arranty 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 ve vsa, where the context so permits. 0.?TNESSETH• THAT, for and in consideratiofi-ofcthe sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the c t and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sell nveys and confirms unto Grantee all that certain real property together with the improveme N iron (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, o -particularly described as follows: See Exhibit "A" attached hereto and inchrlio,, ted herein by this reference. CIO TOGETHER WITH all the tenements, hereditaments an , y ppurtenances 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 2018 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. Book9033/Page5 CFN#2017121544 Page 1 of 4 0 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: r Print Name: f STATE OF FLORIDA t COUNTY OF ORANGE The foregoing instrument was acknowlec 2017, by Robert Zlatkiss, as Authorized Represc limited liability company, on behalf of said entity as identification. O N. ocP M Wy 15.2= ea,eea nw PubAetkrcfeiwdrr. GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company M. A- efre me this 2 day of November, itatr pf , risso Inve tments LLC, a Florida He is esonally known to me r has produced Notary Public, Stat 'df•Flon a Seal) Book9033/ Page6 CFN#2017121544 Page 2 of 4 OF Exhibit "A" Legal Description Lots 19, 20, 21, 42, 43, 73, 74, 75, 76, 133, 134, 135, 148 and 178, Wyndham Preserve according to the Plat thereof as recorded in Plat Book 81, Page 93, Public Records of Seminole County, Florida. Book9033/Page7 CFN#2017121544 Page 3 of 4 IV Exhibit "B" Permitted Exceptions 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 Octo ,er 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions o "° ykham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedicar of Avigation Easement and Related Covenant and Agreements recorded May !jO 7 inBook 8916, Page 1019. 6. Declaration of Covenants, o s, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in BQo: 8947, Page 158. 7. Memorandum of Post Closing Agreemenearded August 3, 2017 in Official Records Book 8965, Page 159. 8. Zoning, ordinances and/or restrictions and prohibi ,Q imposed by governmental Authorities. Book9033/ Page8 CFN#2017121544 Page 4 of 4 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 148 Milan A RHG - S Builder Name: One Stop Cooling and Heating Street: 2446 Waxwing Way Permit Office: City of Sanford City, State, Zip: Sanford , FL , 72 / Permit Number: 7 - 3 5 SSAjNF01)&06Owner: Park Square Homes Jurisdiction: 6 1500 Design Location: FL, Orlando County:: Seminole (Florida 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. N/A 11. Ducts R= ft2 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: 43.74 A C CPASS Total Baseline Loads: 47.08 r/'1a7 7 I hereby certify that the plans and specifications covered by Review of the plans and SHEST this calculation are in compliance with the Florida Energy specifications covered by this 46, p © 1 Code. Bo an Digitally signed b Bo'an eYeYtPaukovic calculation indicates compliance L 'f r Paukovic Dace zon.tz.ot tass:os with the Florida Energy Code.Nw`,, Before is PREPAREDBY: _ construction completed DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this build as d Florida igned, is in pll nce Florida Statutes.}, 0 ' KIE , - withthe -Energy C e. 3, OWNER/ AGENT:-BUILDING OFFICIAL: DATE: DATE: Compliance requi es certif ' n b the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accorda 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. 12/ 1 /2017 2:53 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 148 Milan A RHG - S 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 Stories: 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: Street Address 148 WYNDHAM PRESERV 2446 Waxwing Way Seminole Sanford , FL , CLIMATE 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 ft2 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 ft2 0 ft2 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 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1349 ft2 0.1 Wood 12/1/2017 2:53 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 BelowoSpace 1 N=>S Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft2 0 0 0.8 0 2 E=>W Exterior Concrete Block - Int Insul Main 4.1 57 6 9 4 536.7 ftz 0 0 0.8 0 3 S=>N Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0 4 W=>E Exterior Concrete Block - Int Insul Main 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 5 SE Garage Frame - Wood Main 11 32 0 9 4 298.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N=>S Insulated Main None 39 3 8 24 ft2 2 -=>SE Wood Main None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 180 degrees). Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n=>S 1 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 4 ft 8 in 5 ft 8 in Drapes/blinds None 2 E=>W 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 E=>W 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 s=>N 3 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 S=>N 3 Metal Low-E Double Yes 0.58 0.25 64.0 ft2 7 ft 4 in 1 ft 4 in None None 6 W=>E 4 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 W=>E 4 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 391 ft2 391 ft2 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 12/1/2017 2:53 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R4f)5-2n14 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 28.6 kBtu/hr 858 cfm 0.75 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 ff2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 269.8 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: Cooling[ Jan Feb Mar A r Ma Jul AugX] Se Oct Nov Dec HeatinH Jan Feb f X Mar f APr May Jun Jul rjJunAu[ SeP Oct NovHDecVentin Jan [ Feb tX X Mar A r Ma Jun [ Jul tAug lSe Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( W D) 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 12/ 1 /2017 2:53 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: 2446 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. 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 leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified°by testing to Section 803 of the RESNET Standards -by either an energy -rater certified in accordance with -Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/1/2017 1:41 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 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140'F (38°C to 601C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403:6.1.1 Cooling_equipmerit 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. 12/1 /2017 1:41 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 40oF. 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. 12/1 /2017 1:41 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* = 93 The lower the EnergyPerformance Index, the more efficient the home. 2446 Waxwing Way, Sanford, FL, ?%v 7i/ 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 10. Ceiling Types Insulation Area 5. Is this a worst case? No 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. 1-1-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 ft2 a. Electric EF: 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 Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspe . Otherwise, a new EPL Display Card will be completed based on installed Code corR61ianYfeatures. Z7 Builder Signature: Address of New Home 6 ,V&'-. , Date: /a-lv////2 ity/FL Zip: 7 Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient_ mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/1/2017 2:53 PM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 148 Milan A RHG - S Builder Name: One Stop Cooling and Heating Street: 2446 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/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside. and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and -wiring Batt insulation shall -be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 12/1 /2017 2:54 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Job: Lot 148 Milan ARHG - S Wrightsofta Date: 09/08/2017 Entire House By: LF/RUMC One Stop Cooling and Heating 7225 Sandscove Coot, Wirter Parts, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopGoolirg.com Licerse: CAC032444 For: Park uare Homes 2446 axwing Way, Sanford, FL Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 68 OF Design TD 26 OF Heating Summary Structure 16208 Btuh Ducts 1598 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 17806 Btuh Infiltration Method Simplified Construction quality Fireplaces Average 0 Heating1350 Cooling1350Areaft Volume (ft3) 12557 12557 Air changes/hour 0.45 0.23 Equiv. AVF (cfm) 94 48 Summer Design Conditions Outside db 92 OF Inside db 74 IF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 gr/Ib Sensible Cooling Equipment Load Sizing Structure 15413 Btuh Ducts 3312 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swin multiplier 0.97 Equipmen sensible load 18239 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) 21309 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 4TWR6030H1 AHRI ref 7562380 Coil TEM6A0B30H21++TDR AHRlref- 7562380 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 21450 Btuh Heating output 27800 Btuh @ 470F Latent cooling 7150 Btuh Temperature rise 0 OF Total cooling 28600 Btuh Actual air flow 0 cfrn Actual air flow 953 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF BoUlltalic values have been manually overridden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 4 wrightsoft- 2017-Dec-01 13:36:48 Rig1t-Sute®Uriversa12018 18.0.04 RSU16877 Page 1 Desldop\TEMP PRINTIot 148 MilanA RHG - S.np Calc = W8 House faces: S Uh- wrightsoft* Right-M Worksheet Job: Lot 148 Milan A RHG - S rF Entire House Date: 09/08/2017 By: LF/Rl/MC One Stop Cooling and Heating 7225 Sandscove Court, Wirier Park FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirKj.00m License: CAC032444 1 Room name Entire House WED 2 EVosed wall 143.0 ft 365 ft 3 Room height 9.3 ft d 9.3 ft heaVoDol 4 Room dimensions 16.0 x 13.0 ft 5 Room area 1350.3 ft2 208.0 ft' Ty Construction U-value Or HTIVI Area (ft) Load Area (111) Load number BtuW-F) Btjh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Coot Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 fjA 4A5-20m 7-Y6143 VA550 ne, ne 3.73^ 14 . f' , 2.90 22.14 414,-`, 30 380 0 4418 14 31 1100 664 121 0 121/1, 54 1 0 P50 0 6540 ne, 14.09 23,69 0 1,56w. 94 Q 0 13A-flocs 0.143 se 3.73 2.90 102 72 270 209 0 0 0 0 11 4B5-2fm 0.540 se 14.09 13.67 6 6 85 82 0 0 0 0 D 11DO 0.390 se 10.18 1227 24 24 244 294 0 0 0 0 1 3A-46cs 0143 , 7'3173 535 1813 1407 70 2 4A5-2om P, -55 0 F, 14.35 7 646 947 0 0 0 0 SIN, 4.09 22',37 A 0 13A-flocs 0.143 nw 3.73 2.90 279 185 690 536 149 119 443 344 4A5-2om 0.550 nw 14,35 22.14 30 0 431 664 30 0 431 664 4A5-2omd 0.580 nw 15-14 27.72 64 0 969 1774 0 0 0 0 R L 12C-OsN 2,38 1'51 298 211-23 276-,,,, A,66 416 0 I 0 D 1D 0. 390 n' 10.18 1227 21 w,,' 217 Ag,- 0 0 0 C 1613-30ad 0.032 0.84 1.76 1350 1350 1128 2374 208 208 174 366 36.80 0.00 w 1350 4 J,,-o 7 37,-- 1124 R W, 7 I- Nr Awl, lww F EMU zg Z M- I&= A J, K X, zm an, Tf in,,1i1,,,1,&1,11; A rM- P7 F-7 ITU ERF 6 c) AED excursion 909 205 Em,elope loss/gain 13514 11823 2883 2131 12 a) Infiltration 2694 971 688 248 b) Room ventilation 0 0 0 0. 13 Internal gains: Occupants @ 230 4 920 2 460 Appliancestother 1700 0 Subtotal (lines 6 to 13) 16208 15413 3571 2839 Less odernal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16208 15413 3571 2839 15 Duct loads 1 10% 21% 1598 3312 10-/.j 21% 352 610 Total room load 17806 18725 3923 3449 Air required (cfm) 0 953 0 176 Calculations approved byACCA to meet all requirements of Manual J 8t Ed. 2017-Dec-01 13:36.48 Right-SuiteOUriversal 2018 18.0.04 RSU1 6877 Page 1 DesIdop\TEMP PRINT\Lot 148 MlanA RHG - S.rLp Calc = W8 House faces: S WCightsoft• Right-JO Worksheet Job: Lot 148Milan ARHG-S Entire House Date: 09/08/2017 By: LF/RI/MC One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolingoom License: CAC032444 1 Room name MT01 MBTH 2 Exposed wall 6.0 ft 0 ft 3 Room height 9.3 ft heat/mol 9.3 ft heaVmol 4 5 Room dimensions Room area 7. 0 x 6.0 ft 42. 0 fF 5. 0 x 6.0 ft 30. 0 fF Ty Construction number U- value Btuh -+ 2 Or HTM B1uhT) Area ( f[z) or perimeter (ft) Load BWh) Area 011) or perimeter (ft) Load Btuh) Heat I Cool 1 Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 13A-40cs, 4A5- 2orn 4B5= 2fm'" 13A- flocs 1 1 4135-21m D 11 DO 13A 4ois 4A5- 2om 465- 2fm 13A- 40 s 4A5- 2om C 4A5-tom( P 12C Osw C 16B-30ad 0. 143 se 3.73 2.90 0 0 0 0 0 0 0 0 0. 540 se 14.09 13.67 0 0 0 0 0 0 0 0 0. 390 se 10.18 1227 0 0 0 0 0 0 0 0 0143 sw 3.73 2.90 0 D 0 0 0 0 0 0 0. 550 A 4.35 21.05 0 r 0 0 0 0 0 0 0. 0 540 14.09 22.37 0. 143 nw 3.73 2.90 0 0 0 0 0 0 0 0 0. 550 nw 14,35 22.14 0 0 0 0 0 0 0 0 0. 580 nw 15.14 27.72 0 0 0 0 0 0 0 0 0 091 2 38 1.57 0 0 0 0 0 0 0390 ri; 10.18 1227 0 M,. . 0 0... a -.6' n m n s 17a a9 a9 zs a An An 9F rIz 61 c) AED excursion 1-6 1 1-1 Envelope loss/gain 470 312 25 52 12 a) Infiltration • 113 41 0 0 b) - Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 583 352 25 52 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 583 352 25 52 151 Ductloads 10% 21% 57 76 10% 21% 2 11 Total room load 640 428 1 28 63 Air required (cfm) 0 22 01 3 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. f1 wrigtitsoFt^ 2017-Dec-0113:36:48 4G A. Rig ht-S(ite®Unversal 2018 18.0.04 RSU16877 Page 2 Desktop\ TEMP PRINTLot 148 MilanA RHG - S.r(Q Calc= W8 House faces: S wrightsoftz Right-M Worksheet Job: Lot 8/2MilanARHG-S 017Date: LF / By: /RI/MC Entire House One Stop Cooling and Heating 7225 Sardscove Coui, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www..OreStopCoolirg.com License: CAC032444 1 Room name KWIC BED2 2 Exposed wall 0 It 12.5 it 3 Room height 9.3 ft heat/oDol 9.3 ft heat/000l 4 Room dimensions 1.0 x 56.5 ft 1.0 x 126.5 ft 5 Room area 56.5 ft2 126.5 tF Ty Construction U-value Or HTM Area 02) Load Area (112) Load number Btuh4t2-°F) Btuh4t2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-.4ocs -_ K' 373 2 90 0 0 0 0 V 116 101. 378 293' ti , . 550, 0„ p 0 21O 332 B5 2(m .. 540 w a 14.09 23,59 0 0' a 0 I,. 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 011014B5-2fm 0.540 se 14.09 13.67 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 13A flocs 0143 sw, 3.73 290 0 0 0 a0Sr 0 0 > 0 0. 4A5 tom 0550 sw 1435 21.050 0 00 0 0 ' 0» p 0 4B5-2fmr. µ. 0 540 siv. s , 14.Q9 22.37 x0 0, µ0 .... x 0 0 p p; W 13A-4ocs 0143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5 2om 0.550 nw 14.35 2214 0 0 0 0 0 0 0 0 P 4A5 2omd 12C Osw - 0.580 0091 nw 15.14 27.72 J.51 0 0 0 00 0 0 0,,,- 0 0>j 0 0 0 -0 0 gip; w;23$ X D'11DO.. 0390.,._n 1018 1227 F,,.,.. 0 w 0-° 0 .. 0 0 0 r0 O1 C 166-30ad 0.032 0.84 1.76 57 57 47 99 127 127 106 222 F 22A- a 1 180 1 30.800.00 5., 7 z 0" 03' 385 z0' a2. M ff 5 Y; M 21 s Al gs MT ZF- M 6 c) AED excursion 2 21 Envelope loss/gain 47 981 1084 827 12 a) Infiltration 0 0 235 85 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 47 98 1319 1142 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 4 8 15 31 14 Subtotal 51 106 1334 1173 15 Dud loads 110% 21%1 5 23 10%1 210 132 252 Total room load 56 129 1466 1425 Air required (cfm) 0 7 01 73 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. f'+ wrfghtsaft^ Rigfi-Su2017- Dec-Ot 13:36:48te®Uriversal201818.0.04 RSU16877 Page 3 A7;GPK ..\Desldop\ TEMP PRINT\Lot 148 MilanA RHG - S.nrsg p Calc = M. 18 Hoe faces: S TF wrightsoW Right-M Worksheet Job: Lot anARHG-S Entire House Date: LF/ 08/20178/ By: LF/RI/MCMC One Stop Cooling and Heating 7225 Sandscove Cori, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com License: CAC032444 1 Room name BED3 2 Exposed wall 0 ft 13.0 ft 3 Room height 9.3 ft heaUmol 9.3 ft heat/oDol 4 Room dimensions 3.5 x 5.0 ft 1.0 x 129.3 ft 5 Room area 17.5 fF 129.3 fF Ty Construction U-value Or HTM Area (f 2) Load Area OF) Load number Btuh4--F) Btuh4l2) or perimeter (ft) BNh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-4ocs - 0143 ne 3.Z3 2 90 0 0 - 0 0 121 106 395 307 332: 4A5-2om i 0 550 r e 14:35 2214 0 0 ° 0 0 15 0 215 4135-21m : 0.540 ne.: 14- 23 59 Q 0 0 x0 0 0 w 0 Q' 13A-4o s 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 G 465-2fm 0.540 se 14.09 13.67 0 0 0 0 0 0 0 0 D 11DO 0.390 se 10.18 12.27 0 0 0 0 0 0 0 0 13A 46ts " 0.143 sw= 3.73 2:90 0 0 . .; 0 0 _ 0; 0 0 A 4A5-2om 0.550 sw 14.35 21.05 0 0 0 0, 0" 0 0 0 0.540 sw. 14.09 22.37 0 0. 0 0 0 0 0 0 13A-4ocs 0.143 r1w 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4A5- 2omd 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 0 P 12C-Osw 0 091 2 38 1:51 0 0 0 0 102 102 243 154" s. D A1D0 0390 n: 1o.18 1227 0 0 0 x :0 0 0 0 0 C 168-30ad 0.032 0.84 1.76 18 181 151 311 129 1291 108 227 61 c) AED excursion 1 1 -24 Envelope loss/gain 15 30 1362 996 12 a) Infiltration 0 0 245 88 b) Room ventilation 0 0- 0 R - 13 Internal gains: Occupants@ 230 0 0 1 230 Applianoes/ other 0 0 Subtotal ( lines 6 to 13) 115 30 1607 1314 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 15 30 11 23 14 Subtotal 0 0 1618 1337 15 Duct loads 10% 21 % 0 0 10 % 21 % 160 287 Total room load 0 TOO 1777 1624 Air required (cfm) 0 0 83 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrigi- tsaft^ 2017-Dec-01 13:36:48 Right- SuteOUriversa1201818.0.04 RSU16877 Page 4 Desktop\ TEMP PRINT\Lot 148 MilanA RHG - S.np Calc = MJ8 Houma faces: S wrightsoft, Right-M Worksheet Job: Lot 148Milan ARHG-S Entire House Date: 09/08/2017 One Stop Cooling and Heating By: LF/RI/MC 7225 Sardscove Gourt, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name BTH2 FOYXIT 2 E)osed wall 0 ft 265 It 3 Room height 9.3 It heat/cool 9.3 It heaV000l 4 5 Room dimensions Room area 5. 5 x 10.5 ft 57. 8 fF 1. 0 x 218.3 It 218. 3 ftz Ty Construdion U-value Or HTM Area 012) Load Area (ft2) Load number Btuh/ftz°F) I or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool 1Gross I N/P/S Heat Cool Gross N/P/S Heat I Cool 6 ' 13A-40a 4A5- 2orr 4B5- 2frn' 13A- 4oa 11 4135-2fm 13A- 40 s 4A5- 2om 4A5- 2om( 12C- 0sw' 11DOW-> 16B- 30ad se : s.is se 14.09 1 se 10.18 1 nw nw 14.35 22. nw 15.14 27. 2 38 n'. ] 0.18 12 0. 84 1. 01 01 01 0 471 47I, ....x ,110, , 70;1 2181 2181 1821 384 61 c) AED excursion 1-3 12 Envelope loss/gain 170 175 2225 1458 12 a) Infiltration 0 0 499 180 b) Room ven lation 0 v 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancestother 0 1200 Subtotal ( lines 6 to 13) 170 175 2724 2838 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 5 10 0 0 14 Subtotal 175 185 2724 2838 15 Dud loads 110 21%1 17 401 10 % 21%1 2691 Total room load 192 225 2993 4 5Airrequired (dm) 0 110 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. tlI' F wrightsai2^ 2017-Dec-0113:36:48 Rig hl-Sute®Uriversa12018 18.0.04 RSU16877 Page 5 Desktop\ TEMP PRINT\Lot 148 fvlilanA RHG - S.n p Galc = W8 House faces: S wrightsoft, Right-JO Worksheet Job: Lot 148Milan ARHG-S Entire House Date: 09/08/2017 By: LF/RI/MC One Stop Cooling and Heating 7225 Sardscove Court, W irter Park, FL 32792 Phone: (407) 629 -.6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name LDRY DIN 2 Exposed wall 8.0 ft 8.5 It 3 Room height 9.3 ft heaVoDol 93 ft heat/cool 4 Room dimensions 1.0 x 43.8 ft 15.5 x 8.5 ft 5 Room area 43.8 ftz 131.8 fF Ty Construction U-value Or HTM Area OF) Load Area (ftz) Load number BtuWol') Btuh4t2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 U)J j3A4ocs r0143 ne :- 3.73 2.90 0 0 0 0 0 0 0' 0 I- GG 4A5 tom 0550 ne - 14.35 22.14 0 0 r D 0p 0 0 p' 14. 09 23.59 0 0 1< p'. 13A- 4ocs 0.143 se 3.73 2.90 42 36 134 104 0 0 0 0 11 4B5-2fm 0.540 se 14.09 13.67 6 6 85 82 0 0 0 0 D 11 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 13A flocs Z90 33 33 121 94 79 64 239 1'85'. 4A5 tom , z 0550 sw 14.35 21-05 T i0 0 fl 0 15 2 215 316! 4B5 2(m , --. . - . r 0 540 sw 14A9 22:37 o .0 0 0 0 0 0 0 0 13A- 4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5 2om 0.550 nw 14.35 2214 0 0 0 0 0 0 0 0 4A5 2omd 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 0 P 12C'Osw a - - 0.091 238 1.5] 98 76 181 115 D 0` 00: L--D y t1D0,. .,, „ ... _.. 0.390 n 1018 A ,.,° 1227 21 21 217 262 0 0 1,. 0 0' C 16&30ad 0.032 0.841 1.761 441 44 37 77 132 132 110 232 61 c) AED excursion 1-23 1 192 Envelope loss/gain 1021 710 826 825 12 a) Infiltration 151 54 160 58 b) Room ventilation 0- 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applianoestother 500 0 Subtotal ( lines 6 to 13) 1172 1265 986 882 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 11 22 14 Subtotal 1172 1265 997 904 15 Ductloads 1 109/6 21 % 116 272 10 % 21 % 98 194 Total room load 1287 1536 1095 1099 Air required ( cfm) 0 78 0 56 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. r- wrigkstsait•'- 2017-Dec-01 13:36:48 Right-SuteOUriversal 2018 18.0.04 RSU16877 Page 6 Desktop\TEMP PRINT\Lot 148 MilanA RHG - S.rup Calc = W8 House faces: S wrightsoft, Right-J® Worksheet Job: Lot 148Milan ARHG-S Entire House Date: 09/08/2017 By: LF/RI/MC One Stop Cooling and Heating 7225 Sardscove Cori, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wuw.OneStopCoolirg.com License: CAG032444 1 Room name GATH 2 Exposed wall 32.0 ft 0 ft 3 Room height 9.3 it heaV000l 93 ft heaV000l 4 Room dimensions 14.0 x 18.0 ft 1.0 x 37.0 ft 5 Room area 252.0 IF 37.0 tF Ty Construction U-value Or HTM Area (fP) Load Area 09 Load number BbjM--F) Btuh4tz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 x 13A=flocs, 4AS: tom' 4B5- 2fm 13A- flocs 1 1 4135-21m 11 DO 13A 4ocs: 4A5- tom` 4B52tm 13A- 4ocs 4A5- 2om 4A5- 2omc P Y2C Osw C 166-30ad 143 se 3.73 2 c 540 se 14.09 13 6 390 se 1018 12 143 svri 3,T 2g 550 % sN 1435 21.0 540" SN 14D9 22. 143 nw 3.73 2 c 550 nw 14.35 22.1 580 nw 15.14 27.7 2. 38 1 E 390 n 10.18 .... 122 032 0.84 1.7 1 1 0 0 0 0 0 p „ 0, 0 0 0 0 0 0 61 c) AED excursion 1706 1 1-1 Envelope losstgain 3355 4145 31 64 12 a) Infiltration 603 217 0 0 b) Room -ventilation 0 0 0 0 13 Internal gains: Oo:upants @ 230 0 0 0 0 Applianoes/ other 0 0 Subtotal ( lines 6 to 13) 3958 4362 311 64 Less external load 0 0 0 0 Lesstranster 0 0 0 0 Redistribution 0 0 31 64 14 Subtotal 3958 4362 0 0 15 Ductloads 10% 211%1 390 937 10% 21 % 0 0 Total room load 4348 5300 0 0 Air required (ctm) 0 2701 10 0 Calculabons approved byACCAto meet all requirements of Manual J 8th Ed. wrightsaft^ 2017-Dec-0113:36:48 Rigrf- Sute®Universal 2018 18.0.04 RSU16877 Page 7 Desktop\ TEMP PRINT\Lot 148 MlanA RHG - S.np Calc= M18 House faces: S Static Pressure and Friction Rate .lob: Lot 148 Milan ARHG - S wrightsoft Date: 09/08/2017 Entire House By: LF/RUMC One Stop Cooling and Heating 7225 Sardscove Coirt, Wirter Park, FL 32792 Plane: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com Licerse: CAC032444 For: Park Square Homes 2446 Waxwing Way, Sanford, FL Heating Cooling 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 0.34 0.34 s 18 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 s Heating Cooling in/100ft) in/100ft) Supply Ducts 0.260 > 0.18 0.260 > 0.18 Return Ducts 0.260 > 0.18 0.260 > 0.18 s s s - Supply 4X=35, 11 A=20,11 G=5, 1 A--35,11 G=5,11 Gam: TotalEL=105 Return TotalEL=O Wrightsoft" 2017-Dec-0113:36:49 M r •:n.,.,.. :.,,.. ,.., .>. Right-SLite@Uriversa1201818.0D4 RSU16877 Page 1 Desktop\TEMP PRINTIot 148 MilanA RHG - S.r p Calc = W8 Horse faces: S wrightsofte Duct System Summary Entire House One Stop Cooling and Heating 7225 Sandscove Court, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 For: External static pressure Pressure losses Available static pressure Supply/ return available pressure Lowest fri cti on rate Actual airflow Total effective length (TEL) Park Square Homes 2446 Waxwing Way, Sanford, FL Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.260 i n/100ft 0 cfm 131 ft Job: Lot 148 Milan ARHG - S Date: 09/08/2017 By: LF/RI/MC Cooling 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 cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mati Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 1425 0 73 0.284 6.0 Ox 0 VIFx 14.6 105.0 st1 BEDS c 1624 0 83 0.260 6.0 Ox 0 VIFx 25.6 105.0 st2 BTH2 c 225 0 11 0.264 4.0 Ox 0, VIFx 24.0 105.0 st2 DIN c 1099 0 56 0.269 5.0 a< 0 VIFx 21.6 105.0 st1 FOY/KIT c 3448 0 175 0.274 7.0 Ox 0 VIFx 23.9 100.0 st2 GATH-A c 5300 0 270 0.272 8.0 Ox 0 VIFx 19.8 105.0 st1 LDRY c 1536 0 78 0.260 6.0 Ox 0 VIFx 25.7 105.0 st2 MBED c 3449 0 176 0.275 7.0 Ox 0 VIFx 18.6 105.0 st1 METH c 63 0 3 0.285 4.0 Ox 0 VI Fx 14.5 105.0 st1 MrOI c 428 0 22 0.271 4.0 Ox 0 VIFx 20.5 105.0 st1 MWIC c 129 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 cfm) cfm) FIR fpm) in) in) Material Trunk st2 PeakAVF 0 348 0.260 787 9.0 0 x 0 VinlFlx st1 PeakAVF 0 605 0.269 771 12.0 0 x 0 VinlFlx Bold4talic values have been manually overridden wrigttttsoft" 2017-Dec-01 13:36:49 Ri ht-Sute®Uriversal201818.0.04 RSU16877 ACCA g Page l Desktop\TEMP PRINT\Lot 148 MilanA RHG - S.rLp Calc = W8 House faces: S Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 0 953 0 0 0 0 Ox 0 MFx wrightsoft, 2017-Dec-0113:36:49 M,. -n-:• •• •,- , •.-, Rig ht-Sute®Uriversal2018 18.0.04 RSU16877 Page 2 Desldop\TEMP PRINTIot 148 MilanA RHG - S.np Calc = MJ8 Hose faces: S Job #: Lot 148 Milan A RHG - S Performed by LF/RI for: Park Square Homes Sanford, FL Level 1 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com v n o o > Z d Crl 0 n Ul y T 0 Scale: 1 : 97 Page 1 Right -Suite@) Universal 2017 17.0.23 RSU 16202 2017-Aug-1611 35:14 6U{Z, 2 r cvzy---- Imf Ifli- GUt L DESCRIPTION AS FURNISHED: Lot 148, WYNDHAM PRESERVE, os recorded in P`Yat Book M, Pages 93 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 I Lot 136 Lot 135 I Lot 134 S 89040'51 " W i b 40. 00' ZON1N DATE 1 Lot 146 T 20. oo' 20. oo' Ok to construct single family home 3.O'X4.0AC with setbacks and impervious area shown on plan. 53 . `o tP• 5.00' LANAI 16.0' 5.00' 1: ISLA"% M-%Ian- , CGR• 5,00, 14.0' E PROPOSED RESIDENCE Lot 147 1349—MILAN—A 2 CAR GARAGE RIGHT O p Lot 149 O Io o r O) OO O O COV'D, ENTRY J 5.00' i 4.0' 0 Do 10.7' o m 19.3' 5.00' DRIVE 25. 000' 25.00' 10' UTlL.— ESMT. 236.00' t I I t P.C. S 89040'51 " W 5' CONC WALK 40.00' SETBACKS AS FURNISHED CUR FRONT = 25'(*) REAR = 20' SIDE = 5' (40' LOT) LOT) 10'(75' LOT) TrAX /r—IC TrA— Y SIDE STREET = 25' (60' & 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 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 PER DRAINAGE PLANS DRIVE 400 109 = 509 t SQUARE FEET FOUNDATION/PAD 1740 t SQUARE FEET WALKS 401200 240 f SQUARE FEET REAR PATIO 103 f SQUARE FEET PROPOSEDDRAINAGEFLOW = 4F FRONT PORCH DECK 72 f SQUARE FEET LOTGRADINGTYPEAQQ O SOD20461 130 = 2176 t SQUARE FEET POOL DECK N/A t SQUARE FEET PROPOSED F. F. PER PLANS 29.9' - Q *NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT nELD VERIFIED - CRUSENHEYE'R-, SyC0TT & A SSOC. , INC. - LAND ,S'UR VE-rORS ._- LEGEND : LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT PD.L. • POINT ON LINE F = FIELD TYP. • TYPICAL NOTES: IP. IRGN PIPE PRL. •POINT OF REVERSE CURVATURE LR, •IRON ROD P.C.C. • POINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C,14 CONCRETE MONUMENT RAD• RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO•SECT70N 472.027, FLORIDA STATUES SET I. R. • 1/2' IR. /BLB 4596 MR.' NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. - RECOVERED W.P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER. RESTRICTIONS P.O. B. PO TNT OF BEGINNING CALL. •CALCULATED OR EASEMENTS TENT AFFECT THIS PROPERTY. P.O. C. POINT OF COMMENCEMENT PRA • PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. - CENTERLINE FF. • FINISHED FLOOR ELEVATION N&D • NAIL L DISK B.S.L. BUILDING SETBACK LINE 3. 1H15 SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/W - RIGHT-OF-WAY BA. •'BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATRNI OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESHT. = EASEMENT B9. BASE BEARING - 7. BEARINGS,. ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) - DRAIN. DRAINAGE 6. ELEVATIONS, 'IF -SHOWN,-ARE BASED ON. NATIONAL GEODETIC VERTICAL {DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY CLFC, CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION NoJ4596. VD.FC. WOOD FENCE C/B CONCRETE BLOCK SCALE f-'- 1 20 --1 DRAWN BY: MLT P.C. POINT OF CURVATURE 0 P.T. POINT OF TANGENCY DATE ORDER No. CERTIFIED BY. --_.___-_________.__._. DESC. DESCRIPTION - R • RADIUS PLOT PLAN 1 1-16-2017 5017-17 L ARC LENGTH D DELTA C v CHORD C.B. CHORD BEARING NORTH THIS BUILDING\ PROPERTY DOES NOT LIE WITHIN --- - —J6041 a THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" TOM RUSENM ER, R.L.S. 14714 ZONE X. MAP d 12117CO090 F (09-28-07) JAM. SCOTT, R.LS 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 6 G Dryers Dryer No. No? Nameplate Line Neutral SANFORD 1 1 5000 2 0 3 0 #1i-3561DryerSummaryStandard5,000 3,500 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 1,200WH1118.5 240 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 2,250OtherAppliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard p 0 Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 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 RECORD COPY Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: P1349AC - Park Sq Hm/Milan-1349-A or C Site Information: Customer Info: PARK SQUARE HMS Lot/Block: 148 Address: 2446 WAXWING WAY City: SANFORD MiTek USA, Inc. 6904 Parke East Blvd. Project Name: P1349AC Model: MILAN - 1349TaAmpoa,L 33610 4115 Subdivision: WYNDHAM PRESERVE 40' State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: # 1 7- 3 5 6 State: General Truss Engineering Criteria 8r Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): 1I_o/N Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 SANFORD Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A psf AR This package includes 34 individual, Tr sign 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 Date No. I Seal# Truss Name I Date 11 IT11754289 JA1 8/3/17 112 IT11754300 IB1 8/3/17_ 12 I T11754290 I A2 18/3/17 113 I T11754301 I B2 18/3/17 13 I T11754291 I A3 18/3/17 114 I T11754302 I B3 18/3/17 14 I T11754292 I A4 18/3/17 115 I T11754303 I C 1 18/3/17 15 I T11754293 I A5 18/3/17 116 I T11754304 I C2 18/3/17 16 IT11754294IA6 18/3/17 117 IT11754305 I CJ 18/3/17 17 I T11754295 I A7 18/3/17 118 I T11754306 I CA 18/3/17 18 I T11754296 I A8 18/3/17 119 I T11754307 I CJ3 18/3/17 19 I T11754297 I A9 18/3/17 120 I T11754308 I CJ3A 18/3/17 110 IT11754298IA10 18/3/17 121 IT11754309 I CJ3B 18/3/17 Ill IT11754299IA11 18/3/17 122 1T117543101CJ3C 18/3/17 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided -by Mid -Florida L- umberAcquisitions, 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 project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Ff 3 STATE OF 41J44/ 01 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 3,2017 Albani, Thomas I of 2 RE: P1349AC - Park Sq Hm/Milan-1349-A or C Site Information: Customer Info: PARK SQUARE HMS Project Name: P1349AC Model: MILAN - 1349 - A or C Lot/Block: 148 Subdivision: WYNDHAM PRESERVE 40' Address: 2446 WAXWING WAY City: SANFORD State: FLORIDA No. Seal# JTruss Name I Date 23 IT11754311 1 CJ4 8/3/17 124 I T11754312 I CJ5 18/3/17 125 IT11754313 I CJA I8/3/17 I 126 IT11754314 I CJB 18/3/17 127 1T11754315 I FT1 18/3/17 128 IT11754316 I J4 18/3/17 I 129 1T11754317 I J5 18/3/17 I I30 IT11754318 I J7 18/3/17 I 131 IT11754319 I KJ5 18/3/17 I 132 IT11754320 I KJSA I8/3/17 133 1T11754321 I KJ6 18/3/17 134 IT11754322 I KJ7 18/3/17 2 of 2 Job Truss Truss Type Oty Ply Park Sq Hm/Milan-1349-A or C T71754289 P1349AC Al COMMON 11 1 Job Referent tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:13 2017 Page 1 I D: S_OpRO5ws4l4AkYA3UNGXPzr8by-jnB6wRm PcujGwlLD?hEB IWGQKZ3dG_iE?ZC66cyrZIO r1-0-0 7-11-11 15-0-0 2z-0-5 30-0-0 31-0.0 1-o-0 7-11-11 7-0-5 7-45 7-11-11 Scale = 1:53.3 04 1 4x4 = 6.00 12 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 TCDL 10.0 Lumber DOL 1.25 BC 0.93 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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 Uplift2=-328(LC 12), 6=-328(LC 12) 4x6 = 3x4 = DEFL. in (loc) I/deft L/d Vert(LL) -0.39 8-10 >934 240 Vert(TL) -0.68 8-10 >532 180 Horz(TL) 0.09 6 n/a n/a 4x4 = PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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 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. 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 15-0-0, Exterior(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 Qt=lb) 2=328, 6=328. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Ia d 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 M11-7473 rev. f 01031201S 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 u t fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH 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 Park Sq Hm/Milan-1349-A or C T71754290 P1349AC A2 HIP 1 1 Job Referent lional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:16 2017 Page 1 ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-8LtFYToHvp6mD4oggnuM8uzCmAGTFHghXonjxyrZIL r 6-9-4 13-0-0 17-0.0 23-2-12 30.0-0 1- 31-0.0i 0.0 6-9-4 6-2-12 4-0.0 6-2-12 6-9-4 1 4x8 = 4x4 = Scale = 1:53.5 13 12 10 9 3x5 = 1x4 I 3x4 3x8 = 1x4 II 3x5 = 3x4 = 6-9-4 13-0-0 17-0-0 i 23-2-12 30-0-0 6-9-4 6-2-12 4-0.0 12 12' 6-9-4 1 Plate Offsets (X Y)— 14:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.09 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.28 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) 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 =-1 561/556, 4-21 =-1 468/572, 4-5=-1321/571, 5-22=-1469/572, 6-22=-1562/556, 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, 5-10=-110/398, 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; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 8=45ft; L=30ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 13-0-0, Exterior(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 Ot=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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 _ Ltia'1+i1 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, Alexandria, VA 22314. Tampa, FL 36610 Job - Truss Truss Type Qty Ply Park Sq Hm/Mllan-1349-A or C T71754291 P1349AC A3 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 M7ek Industries, Inc. Thu Aug 03 13:14:17 2017 Page 1 ID S_OpR05ws414AkYA3UNGXPzr8by-cYRdmppvg7 EiPMf_EX17vMQAIAVE CnZpwBAKFNyrZIK r1-0-0 5-9-4 11-0-0 15-0-0 19-0-0 24-2-12 30-0-0 31-0-0 r1-0.0 5-9-4 5-2-12 4-0.0 4-0.0 5-2-12 5-9-4 1-0.0 Scale = 1:53.5 4x4 = 4 23 3x4 = 4x4 — 5 246 14 13 11 10 3x4 i 1x4 I 3x8 = 3x4 3x8 = 1x4 3x4 C Plate Offsets (X.Y)—I2:0-2-10.0-1-81.18:0-2-10.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.14 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.38 11-13 >951 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014(TP12007 (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=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=-123(LC 10) 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 2-21=-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, 10-1 1=-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, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, 1nterior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 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, 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 Qt=lb) 2=328, 8=328. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies ACL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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. Adddional temporary and permanent bracing r 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 ANSI1TP11 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 Hm/Milan-1349-A or C T71754292 P1349AC A4 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Barlm, FL. 7.640 s Apr 19 2016 MiTek Intlustries, Inc. Thu Aug 03 13:14:17 2017 Page t I D: S_OpRO5ws414AkYA3U NGXPzr8by-cYRdmppvg7EiPMf_EX17vMQ8tASpCo WpwBAKFNyrZIK r1-0-0 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 31-0-0 1-0-0 4-9-4 4-2-12 { 6-0-0 6-0-0 4-2-12 4-9-4 1-40 Scale = 1:53.5 4x8 = 1x4 11 08 = 4 21 22 5 23 24 6 13 11 10 3x4 = 3x4 = 3x4 = 3x5 = 3x5 = US = 9-0-0 1 SO-0 21-0-0 30-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 10.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.12 13-16 >999 240 MT20 2441190 Vert(TL) -0.34 13-16 >999 180 Horz(TL) 0.10 8 n/a n/a Weight: 150 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-13 oc bracing. REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=-103(LC 10) 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=-2141/770, 3-20=-2082/784, 3-4=-1873/674, 4-21 =-1 963/759, 21-22=-1963/759, 5-22=-1963/759, 5-23=-1963/759, 23-24=1963/759, 6-24=-1963/759, 6-7=-1873/674, 7-25=-20821784, 8-25=-2141/770 BOT CHORD 2-13=-627/1862, 12-13=-438/1630, 11-12=-438/1630, 10-11=-445/1630, 8-10=-634/1862 WEBS 3-13=-274/215, 4-13=-50/351, 4-11 =1 76/509, 5-11=-411/216, 6-11 =-1 76/509, 6-10=-50/351, 7-10=-274/214 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. 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 9-0-0, Exterior(2) 9-0-0 to 25-4-11 Interior(1) 25-4-11 to 31-0-0 zone,C-C for members and forces & 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 lbupliftat joint(s) except Qt=lb) 2=328, 8= 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-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 and truss systems, see ANSIITPI1 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 Hm/Milan-1349-A or C - T11754293 P1349AC A5 HIP 1 1 o Referen ti nal Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:18 2017 Page 1 ID: S_OpRO5ws414AkYA3U NGXPzr8by-4k??z9gXRQMZOWEAnEpMSZzGTapDx7oz9rvtngyrZIJ 3-9-4 7-0- 10-7-19- 215-0-0 14-4 2 o_o 26-2-12 30.0.0 31-0-Oi 0. 13-9-4 3-2-12 3-7-12 4-4-4 4-4-4 3-7-12 3-2-12 3-9-4 Scale = 1:53.5 44 = 3x4 = 4x4 = 3x4 = 4x4 = 15 13 12 3x4 — 3z8 = 6x6 6x6 = 3x8 = 3x4 = 7- 0.0 i 14-0.0 16-0.023-0-0 30-0-0 7_ U 7-0-0 2-0.0 7-0-0 7-0-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.09 14-15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.26 14-15 733 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 154 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=843/0-8-0, 13=2935/0-8-0, 10=646/0-8-0 Max Horz 2=-82(LC 6) Max Uplift2=-248(LC 8), 13=-1024(LC 8), 10=-340(LC 8) Max Grav2=855(LC 17), 13=2935(LC 1), 10=661(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. ( Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1374/385, 3-4=1173/330, 4-22=-1013/315, 5-22=-1013/315, 5-23=-122/385, 23- 24=-122/385, 24-25=-122/385, 6-25=-122/385, 6-26=-319/1143, 26-27=-319/1143, 27- 28=-319/1143, 7-28=-319/1143, 7-29=624/340, 8-29=-624/340, 8-9=-748/358, 9- 10=-959/425 BOT CHORD 2-15=-278/1187, 15-30=-107/540, 30-31=107/540, 31-32=-107/540, 14-32=-107/540, 14- 33=-694/323, 13-33=-694/323, 10-12=319/821 WEBS 4-15=0/254, 5-15=-155/692, 5-14=-1292/464, 6-14=-251/1142, 6-13=-1658/512, 7- 13=-1558/631, 7-12=-322/953 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. 11; Exp B; Encl., GCpi=0.18; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=248, 13= 1024, 10=340. 7) " Semi -rigid pit--hbreaks 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 206 lb up at 7-0-0, 111 lb down and 106 lb up at 9-0-12, 108 lb down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 13-0-12, 105 lb down and 106 lb up at 15-0-0, 105 lb down and 106 lb up at 16-11-4, 108 lb down and 106 lb up at 18-11-4, and 111 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 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-0-0, 73 lb down at 16-11-4, 74 lb down at 18-11-4, and 74 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. 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on a e 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 Hm/Milan-1349-A or C T11754293 P1349AC AS HIP 1 1 Job Reference o tional Mlo-rlorloa Lumber, Barlow, I-L. 7.540 s Apr 19 2016 MiTek Intluslnes, Inc. Thu Aug 03 13:14:19 2017 Page 2 ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-YwZOBVg9CkU QegoMLyLb_n WRDz9Sga 16NVfRKGyrZI I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-8=-60, 8-11=-60, 16-19=20 Concentrated Loads (lb) Vert: 4=-142(F) 8=-142(F) 15=-327(F) 6=97(F) 12=-327(F) 22=-97(F) 23=-97(F) 25=-97(F) 26=-97(F) 28=-97(F) 29=-97(F) 30=-41(F) 31=41(F) 32=-41(F) 33=41(F) 34=41(F) 35=-41(F) 36=-41(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSI/TPl1 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 Park Sq Hm/Milan-1349-A or C T11754294 P1349AC A6 HIP 1 1 Job Reference ootional Mid -Florida Lumber, Barlow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:19 2017 Page 1 I D: S_OpRO5ws414AkYA3UNGXPzrBby-YwZOBVg9CkUQegoMLyLb_n WTkzBEgZ16NVfRKGyrZi l 1-0-0 7-54 14-4-0 158-0 22512 30-0-0 31-0-Oi 1-0-0 7-5-4 6-10-12 1-4-0 6-10-12 7-5-4 1-ao 1 d 4x4 = 4x4 = 13 "11 10 9 Scale = 1:56.8 3x5 — 1x4 3x4 = 3x4 = 1x4 3x5 = 3x4 = i 7-54 14-4-0 15-8-0 22-6-12 _ _30-0-0 Zte R_tr,_" 1_d_n R-1 n_19 7-5-4 ' IQ d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.11 9-10 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) 0.31 9-10 999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 152 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0 Max Horz 2=-157(LC 10) Max Uplift2=-328(LC 12), 7=-328(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. 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=-1458/506, 4-21=1355/529, 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, 5-10=-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; Vult=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=0.18; MWFRS (directional) and C-C Exterior(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 2-0-0 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 Qt=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 WARNING - Verify design 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 verify the applicability of design parameters and properly incorporate this design into the overall Ing building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T . 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 ANSIrrPI1 Quality Criteria, DSB489 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 Hm/Milan-1349-A or C T11754295 P1349AC A7 HIP 1 1 ob Reference tional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:20 2017 Page 1 ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-077mOgroz2cHGgNZvfsgX_2g8NXeP5gGc90_siyrZIH rt-0.0, 12-4-0 I 17-8-0 23-6-12 30-0-0 31-0.0 1-0.0 6-14 5-10-12 5-4-0 5-10-12 6-5-4 3x5 = 4x8 = 4x4 = 22 23 5 13 12 10 9 3x4 = 3x4 = 3x8 = Scale = 1:53.5 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.09 12-13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 12-13 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 155 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0 Max Horz 2=137(LC 11) Max Uplift2=-328(LC 12), 7=-328(LC 12) 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. 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; Vuft=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 Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-4-0, Exterior(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 joint(s) except Qt=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 WARNING - Verify 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 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 ANSIITPII 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 City Ply Park Sq Hm/Milan-t3as-A or C T71754296 P1349AC A8 HIP 1 1 Job R ference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:21 2017 Page 1 I D: S_OpRO5ws414AkYA3U NGXPzr8by-UJg8bAsQj Lk8tyITNN33CbtAnpw8bDPrp8YO9yrZIG 1-0-0 5-5-4 10-4-0 15-0-0 19-8-0 24-6-12 30.0.0 1-0-0 114 4-10-12 4-8-0 4-8-0 4-1.12 114 Scale = 1:53.5 4x4 = 23 3x4 = 4x4 = 245 25 26 6 14 13 11 10 3x4 i 1x4 it 3x8 = 4x4 = 3x8 = 1x4 it 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.18 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.53 11-13 >685 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 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 REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz2=116(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 2-21=-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=-451/1675, 12-29=-451/1675, 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; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; 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 10-4-0, Exterior(2) 10-4-0 to 23- 10-15, Interior(1) 23-10-15 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10Apsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=328, 8= 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 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 ANSIITPl1 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 Hm/Milan-1349-A or C T11754297 P1349AC A9 HIP 1 1 b Reference o do a Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:21 2017 Page 1 I D: S_OpRO5ws414AkYA3U NGXPzr8by-UJg8bAsOj LkBtyITNN33Cbp9nr58cnPrpBY09yrZl G 4-5-4 8-40 15-0.0 21-8-0 25-6-12 30-0-0 31-0.0 1-0.0 4-14 3-10-12 6-8-0 6-8-0 3-10-12 4-5-4 1-0-0 3x5 = 4x8 = 4x8 = 21 22 ' 23 24 6 13 .- 11 10 3x4 = 3x4 = 3x8 = 3x4 = Scale = 1:53.5 3x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.56 BC 0.70 WB 0.24 Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) -0.12 11 >999 240 Vert(TL) -0.32 10-11 >999 180 Horz(TL) 0.10 8 n/a n/a PLATES GRIP MT20 244/190 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; 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 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 & 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 (jt=lb) 2=328, 8=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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 r 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 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 Hm/Milan-1349-A or C T11754298 P1349AC A10 SPECIAL 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:14 2017 Page 1 ID: S_OpRO5ws414AkYA3u NGXPzr8by-BzIV7 nm 1 NC s7YvwPZPIQHjodiyTP?IfNEDxge3yrZIN 1-0-0 6-4-0 11-8-0 17-0-0 20-4-0 24-10-12 30-0-0 5-4-0 5-4-0 3-4-0 4-612 5-1-4 Scale = 1:54.4 4x6 11 3x5 = 1x4 3x8 = 4x4 5x5 = 3x4 3x5 = 6-40 11-8-0i 17-0.0 i 232-12 _ 30.0.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.45 BC 0.64 WB 0.78 Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.19 11-13 >999 240 Vert(TL) -0.47 11-13 >767 180 Horz(TL) 0.11 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 Uplift2=-330(LC 12), 8=-326(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30ft, 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 6-4-0, Exterior(2) 6-4-0 to 9-4-0, Interior(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 Qt=lb) 2=330, 8=326. 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 - Verity design 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addhional 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 STOIC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, S0e 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C T11754299 P1349AC All SPECIAL 1 1 ob Reference (optional) Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:15 2017 Page 1 ID: S_OpRO5ws414AkYA3UNGXPzrBby-f9JtL7nf8V_93Vb66GfgxLj3Mm_kmR With DBVyrZIM 11-0-0, 4-40 9-B-0 15-0-0 20.4-0 i 2410.12 30.0-0 31-0.0 1-0.0 4-4-0 5-4-0 5-4-0 5-4-0 4-6-12 5-1-4 1-0.01 Scale = 1:54.4 4x4 = lb — -- -- 14 -- .- 12 11 10 3x5 ! 1x4 II 4x10 = 3x8 M18SHS = 4x8 = 1x4 II 3x5 = 4-40 9-8-0 15-0-0 2014-0 24-10-12 30.0-0 4-40 5-40 5-4-0 4-612 Plate Offsets (X Y)— 12:0-2-10 0-1-81 13:0-6-4 0-2-01 18:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.31 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.79 12-14 >457 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.15 8 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TP12007 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 Uplift2=-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, 10-11=-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; B=45ft, L=24ft, eave=Oft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip D6L=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 0=1b) 2=411, 8=354. 8) "Semi -rigid pitchbreaks 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 It 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. 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on a e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 F1W fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 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 Hm/Milan-1349-A or C T71754299 P1349AC All SPECIAL 1 1 fer tin I Mla-hlonaa Lumber, Canoes, FL. r.64U s Apf 19 2olti MI l eK lnaustnes, Inc. I ha Aug u3 1 a:14:1 b 2U1 / F'age 2 ID: S_OpRO5ws414AkYA3UNGXPzr8by-f9JtL7nf8V_93Vb66GfgxLj3Mm_kmRVVTthDBVyrZIM 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 (Ib) 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) WARNING - verify design 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 W- 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/TP11 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 Hm/Milan-1349-A or C T71754300 P1349AC B1 COMMON 4 1 b R feren o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mi7ek Industries, Inc. Thu Aug 03 13:14:22 2017 Page 1 I D: S_OpRO5ws414AkYA3UNGXPzr8by-yVE WpWt2Ufs_V8Xx04ulcP82oB95t3iY4Tt5xbyrZIF 4-9-4 9-4-0 13-10-12 19-0-0 20-0-0 r 4-9-4 4-6-12 4-612 5-1-4 1-0-0 Scale = 1:34.9 4x4 = 3x5 = 5x8 = 3x4 = 4- 9-4-0 19-0-0 4 9-4-0 9-8-0 Plate Offsets (X Y)— 15:0-1-12.Edoe1, I7:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 10.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 Rep Stress Incr YES WE 0.20 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.12 7-10 >999 240 MT20 2441190 Vert(TL) -0.32 7-10 >716 180 Horz(TL) 0.04 5 n/a n/a Weight: 85 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins. 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 1-14=-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 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. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-0, Exterfor(2) 9-4-0 to 12-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 (jt=lb) 1=179, 5=225. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. R 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 11,1II-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 - s 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 TPII 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 Hm/Milan-1349-A or C T11754301 P1349AC B2 HIP 1 1 Job Refer tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:23 2017 Page 1 ID: S_OpRO5ws414AkYA3UNGXPzr8by-QiouOstgFz—r7H68aoPX8dgDwaYicXP i 17deT1 yrZIE i 4-5-4 8-8-0 1D-0-0 14-2-12 _ 190-0 20.0.0 Z-4 4-2-12 1-4-0 4-2-12 4-:14 1-0-0 Scale = 1:34.0 4x4 = 4x4 = 3x5 = 3x4 = 5x5 = 3x4 = 4- 8-8-0 10-0-0 19-0-0 4- B-8-0 1-4-0 9-0-0 Plate Offsets (X Y)— f6 0-1-12 Edgel f8:0-2-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.12 9-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.30 9-12 >756 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014(TP12007 Matrix-M) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=747/0-8-0, 6=833/0-8-0 Max Horz 1=-94(LC 10) Max Uplift1=-179(LC 12), 6=-225(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 6=-1 235/446, 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=157/793, 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; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; 8=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-8-0, Exterior(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 joint(s) except (jt=11b) 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 111II-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 propedy 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 _ Lt fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 Hm/Milan-1349-A or C T11754302 P1349AC B3 HIP 1 1 Job Reference o Tonal Mid -Florida Lumber. Bartow. FL. 3-5-4 7.640 s Apr 19 2016 MiTek Intlustries, Inc. Thu Aug 03 13:14:23 2017 Page 1 I D: S_OpRO5ws414AkYA3U NGXPzr8by-QiouOstgFz_r7H68aoPX8dg4_aV BcWLil7deT1 yrZI E 3-2-12 5-4-0 - 3-2-12 4x5 = 4x8 = 3 17 18 19 4 3-9-4 - 1-0-0 Scale = 1:34.0 4x4 = 4x4 = 3x8 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ` Rep Stress Incr NO BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP N0.2 `Except' 3-4: 2x4 SP No.1 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) CSI. DEFL. in loc) I/defl Ud PLATES GRIP TC 0.80 Vert(LL) -0.09 8-10 >999 240 MT20 244/190 BC 0.78 Vert(TL) -0.25 8-10 >917 180 WB 0.24 Horz(TL) 0.08 6 n/a n/a Matrix-M) Weight: 90 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-9 oc bracing. 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 1-10=-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; 6=45ft, L=24ft, eave=4ft; 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) 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 Qt=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 (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-3=-60, 3-4=-60, 4-7=-60, 11-14=-20 Concentrated Loads (lb) 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) 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 114II-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 and truss systems, see ANSIfTP11 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 Hm/Milan-1349-A or C T11754303 P1349AC C1 SPECIAL 1 1 Job R eferen a Tonal Mid -Florida Lumber, Barlow,FL. 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Aug 03 13:14:24 2017 Page 1 ID: S_OpRO5ws414AkYA3UNGXPzr8by-vuMHECulOG6ikRhK8VwmhgDNm_wbLvm rXnMC?TyrZID 1-0.12 4-11-0 634 8- 11-2-8 12-3 4 1-0-12 4-11-4 1-4-00-4-2 4-6-8 1-0-12 44 = 3x4 = 3x4 6.00 F12 3 4 5 3x4 = 1.5x4 I 9 8 i 4-11-4 6-8-0 11-2-8 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 10.0 Lumber DOL 1.25 BC 0.45 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Except* 5-9: 2x4 SP No.3 WEBS 2x4 SP No.3 Scale: 1/4"=1' DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.0211-12 >999 240 MT20 244/190 Vert(TL) -0.04 11-12 >999 180 Horz(TL) -0.02 9 n/a n/a Weight: 94 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. REACTIONS. All bearings 4-6-8 except Qt=length) 12=0-7-4. Ib) - Max Horz 12=-150(LC 23) Max Uplift All uplift 100 lb or less at joint(s) 9 except 12=-416(LC 8), 10=-1382(LC 8), 8=145(1_C 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 (Ib) or less except when shown. TOP CHORD 2-3=-293/347, 3-4=-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; 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=0.18; 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 lb uplift at joint(s) 9 except (jt=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 lb 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=1.25, 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 Continued on a e 2 WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 is always required for stability and to prevent collapse with possible personal injury and prop" damage, For general guidance regarding the Itatrusssystem. 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 antl/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamage, 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Milan-1349-A or C T11754303 P1349AC Cl SPECIAL 1 1 b Refe en tonal Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-90(F) 4=90(F) 11=-149(F) 13=-149(F) 7.640 s Apr 19 2016 MTek Intlustries, Inc. Thu Aug 03 13:14:24 2017 Page 2 ID: S_OpRO5ws414AkYA3U NGXPzrBby-vuMHECulOG6ikRhK8VwmhgDNm_wbLvmrXnMC?TyrZID WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a 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 - TW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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 Qty Ply Park Sq Hm/Milan-1349-A or C T11754304 P1349AC C2 SPECIAL 1 1 b efe n tonal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:25 2017 Page 1 ID: S_OpRO5ws414AkYA3U N GXPzr8by-N4wfRYvwnaEZMbG W DR?E2mYXOHd4NF?mR6lXwyrZIC 1-0-12 4E-0 011- 21.-0 4-114 1-0-12 1 416 3x4 = 3x4 i 4x4 = 6.o0 12 _ 12 11 1.5x4 I 6x6 = 4-2-14 4 8 6-3-4 11- -6 4-2-14 0- 0 1-8-12 4-11-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 10.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 Rep Stress Incr NO WB 0.40 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-11: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=248/0-3-4, 8=418/0-7-4, 11=729/0-7-4 Max Horz 12=-235(LC 6) Max Uplift 12=204(1_C 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 3-4=-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 Scale = 1:50.0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.03 8-9 >999 240 MT20 244/190 Vert(TL) -0.05 8-9 >999 180 Horz(TL) -0.03 8 n/a n/a Weight: 94 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, Except: 5-7-13 oc bracing: 10-11. 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=0.18; 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 pond Ing. 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 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) 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 11-12=-20, 8-10=-20 Concentrated Loads (Ib) 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 WARNING - Verify design 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 verify the applicability of design parameters and propedy 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 L fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 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 PablkSq Hm/Milan-1349-A or C T11754305 P1349AC CJ JACK 1 1 oReference o tional Mid -Florida Lumber, Barlow, FL. 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20. 0 Plate Grip DOL 1.25 TC 0.01 TCDL 10. 0 Lumber DOL 1.25 BC 0.01 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 BCDL 10. 0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/ size) 1=41/Mechanical, 2=22/Mechanical, 3=16/Mechanical Max Horz 1=17(LC 12) Max Uplift 1 =-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. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:25 2017 Page 1 ID: S_ OpRO5ws414AkYA3U N GXPzrBby-N4wfRYvwnaEZMbG WiDR?E2mcgON14TW?m R61XwyrZIC 1-0- 0 1-0- 0 Scale = 1: 7.2 DEFL. in ( loc) I/deft L/d PLATES GRIP Vert(LL) - 0.00 6 >999 240 MT20 244/190 Vert(TL) - 0.00 6 >999 180 Horz(TL) 0.00 1 n/a n/a Weight: 3 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; 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=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - N° Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 - T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ L1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Hm/Milan-1349-A or C T11754306 P1349AC CJ1 JACK 9 1 Reference i nal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:26 2017 Page 1 I D: S_OpRO5ws414AkYA3U NGXPzr8by-rHU 1 fuwYYuMQ_IrjFwzEm Flmeoj 1 pwl8_5rl4MyrZIB i -1-0-0 - - 1-0-0 - 1-0-0 1.0-0 Scale = 1:7.1 2x4 = i 1-0.0 1-a0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 lb 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) 3=12/Mechanical, 2=124/0-8-0, 4=3/Mechanical Max Horz 2=42(LC 12) Max Uplift3=-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. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 13=451ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 joints) 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 WARNING - Verify design 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 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 r - 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmlMilan-1349-A or C T71754307 P1349AC CJ3 JACK 9 1 b Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Intlus[ries, Inc. Thu Aug 03 13:14:26 2017 Page 1 ID: S_OpRO5ws414AkYA3UNGXPzr8by-rH U 1 fuwYYuMQ_IrjFwzEm Flm WojFpwl8_5rl4MyrZIB 1-0-0 - 3-0-0 Scale = 1:12.3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 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. 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 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 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 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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-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 Hm/Milan-1349-A or C T11754308 P1349AC CJ3A JACK 7 1 Job R f ence o f I Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industnes, Inc. Thu Aug 03 13:14:27 2017 Page 1 ID:S_OpRO5ws4l4AkYA3UNGXPzr8by-JT2PsEwBJBUHbvQvpdUTJTrvcC1 hYMDIDlbscoyrZIA 1-0-12 2-11-4 1- 0-12 2-11-4 Scale = 1:28.0 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 10.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2014fTP12007 Matrix-M) 6 1.5x4 II 4 3x4 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert( LL) 0.01 5-6 >999 240 MT20 244/190 Vert( TL) -0.01 5-6 >999 180 Horz( TL) -0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 6=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical Max Horz 6=216(LC 12) Max Uplift6=-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 Weight: 21 lb FT = 20 Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 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. II; Exp B; Part. Encl., GCpi=0.55; 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 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, 3 except (jt=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 WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. SURF 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 B ewe isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Duality 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 HmlMilan-1349-A or C T11754309 P1349AC CJ3B JACK 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Intlustries, Inc. Thu Aug 03 13:14:27 2017 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzr8by-JT2PsEwBJBUHbvQvpdUTJTrxuC1 vYMelDlbscoyrZlA 1-0-12 2-11-4 1-0-12 2-11-4 6.00 12 Scale = 1:38.5 6 4 1.4 1 3x4 = 2-11-4 2-11-4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014(TP12007 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/deft 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 Uplift3=-31(LC 12), 4=-135(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; 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=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except 0=11j) 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Kul 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 - TW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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 Hm/Milan-1349-A or C T71754310 P1349AC CJ3C JACK 1 1 Job R feren ti nal Mid -Florida Lumber, Bartow, FL. 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:28 2017 Page 1 ID: S_OpRO5ws414AkYA3U N GXPzr8by-nfbn3axp4V c8D3?5N L?irgO6vbOfHgFRSPKP8FyrZ19 3-0-0 Scale = 1:12.3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 6 >999 240 MT20 244/190 Vert(TL) -0.01 3-6 >999 180 Horz(TL) 0.00 1 n/a n/a Weight: 10 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; 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=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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) 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 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 i 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 and truss systems, see ANSIITPII 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 Hm/Milan-1349-A or C T11754311 P1349AC CJ4 JACK 1 1 b Reference tional Mid -Florida Lumber, Bartow, FL. 4-8-0 7.640 s Apr 19 2016 MRek Industries, Inc. Thu Aug 03 13:14:28 2017 Page 1 ID: S_OpRO5ws4l4AkYA3UNGXPzr8by-nfbn3axp4Vc8D3?5NL?irgO3QbLeHgFRSPKP8FyrZl9 Scale = 1:1T3 3x4 = 0-4-8 5-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 3-6 >908 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 15 Ito 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; 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=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-7-4 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) 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 WARNING - Verify design 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 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park sq Hm Milan-1349-A or C T11754312 P1349AC CJS JACK 7 1 b Refer ton I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:28 2017 Page 1 I D: S_OpR05ws414AkYA3UNGXPzr8by-nfbn3axp4V c8D3?5N L?irgO4LbMgHgFRSPKP8FyrZ19 1-D-0 5-0-0 Scale = 1:17.3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 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 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 13=45ft; L=24ft; eave=4ft; 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 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 WARNING - Verify design 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 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 N fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 T11754313 P1349AC CJA JACK 7 1 PakSqHm/Milan-1349-AorC jt'b Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:29 2017 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzr8by-Fs9AHvyRrpk?rCZHx2WxOuw5a?eiOHVah34zghyrZIB 1-0-12 i 0.11-4 1-0-12 0-11-4 6.00 12 5 4x5 = 0.11 4 0 4 Plate Offsets (X.Y)— f2:0-2-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 TCDL 10.0 Lumber DOL 1.25 BC 0.39 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 4-5 >999 240 MT20 244/190 Vert(TL) -0.00 4-5 >999 180 Horz(TL) -0.10 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 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. Scale = 1:23A Weight: 9 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; 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; 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 Gt=lb) 5=233, 3=155, 4=254. 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 MMMIMMMEM WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil. 7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 NNW 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 Qty Ply Park Sq Hm/Milan-1349-A or C T71754314 P1349AC CJB JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mrrek Industries, Inc. Thu Aug 03 13:14:29 2017 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzr8by-FsgAHvyRrpk?rCZHx2WxOuw7r?gFOHVah34zghyrZl8 1-0-12 1 0-11-4 T 1-0-12 411-4 Scale = 1:33.7 Plate Offsets (X Y)-- 12:0-2-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.18 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 12 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=160/0-3-4, 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 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=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 Qt=lb) 3=107, 4=140. 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 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual builtling 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 r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, deIivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Park Sq Hm/Milan-1349-A or C T17754315 P1349AC FT1 SPECIAL 1 2 Job Ref rence O ti n Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:30 2017 Page 1 ID:S_OpR05ws414AkYA3UNGXPzr8by-j2jYUFz3c6tsTM8UUm1Ax5TQ1 P?oldskvjpWD7yrZl7 3-9-8 7-54 11-2-12 3-9-8 3-7-12 3-9-8 Scale = 1:19.3 4x4 = 1 3x4 = 10 2 11 3x4 = 12 3 13 2x4 11 14 4 8 5 2x4 4x4 = 0 2 3-9-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 10.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Vert(TL) -0.07 6-7 >999 180 Horz(TL) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=1531/0-8-0, 5=1619/0-3-8 Max Uplift8=-520(LC 4), 5=-506(LC 4) Weight: 149 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-D-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=-845/2616, 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 1 Od (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; VuR=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); 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 Ito uplift at joint(s) except 0=1b) 8=520, 5=506. 8) "Semi -rigid pitchbreaks 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=1.25, Plate Increase=1.25 Uniform Loads (plf) 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 Continued on Rage 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 FN fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Hm/Milan-1349-A or C T11754315 P1349AC FT1 SPECIAL 1 2 JobIRf f n e 0 ti n l Mid -Florida Lumber, Bartow, FL. 1.54U s Apr 19 2u16 MI I eK industries, Inc. I nu Aug U3 1:5:14::51J 2U1 I Page 2 I D: S_OpRO5ws414AkYA3UNGXPzr8by-j2jY UFz3c6tsTM8UUm 1 Ax5TQ 1 P?oldskvjpWD7yrZl7 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(B) 17=182(B) 18=-182(B) 19=-182(B) 20=187(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq Hm/Milan-1349-A or C T71754316 P1349AC J4 JACK 4 1' Job Reference(ootionah Mid -Florida Lumber, Bartow, FL. 2x4 = 4-3-15 4-3-15 4-3-15 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:30 2017 Page 1 ID: S_OpRO5ws414AkYA3UNGXPzr8by-j2jYUFz3c6tsTM8UUm 1 Ax5TRpP2_lklkvjpWD7yrZl7 Scale = 1:15.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.03 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES W3 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-15 oc purlins. BOT CHORD 2x4 SP No.2 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 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. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-3 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) 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSII PII 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 HmlMilan-1349-A or C T11754317! P1349AC J5 JACK 4 1I. Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Aug 03 13:14:31 2017 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzr8by-BEHwib_hNQ?j4Wjg2TYPTJ?XgpM1 U9vt8MZ31ZyrZl6 i-1-0-12 4-11-4 1-0.12 r 4-114 Scale = 1:32.8 61.5x4 ii 4 3x4 = 4-11-4 4-11-4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.49 BC 0.27 WB 0.13 Matrix-M) DEFL. in Vert(LL) -0.03 Vert(TL) -0.07 Horz(TL) 0.01 loc) I/deft L/d 5-6 >999 240 5-6 >757 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb 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; Vuft=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)-1-0-12 to 1-11-4, Interior(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 (jt=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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTi 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 '*r 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 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, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/Milan-1349-A or C T11754318 P1349AC J7 JACK 13 1 Jo b Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:31 2017 Page 1 ID: S_OpRO5ws414AkYA3U NGXPzr8by-BEHwib_hNQ?j4 Wjg2TYPTJ?WNpLZU B?t8MZ31ZyrZ16 1-0-0 7-0-0 Scale = 1:22.7 3x4 = 7-0.0 7-0-0 Plate Offsets (X Y)— r2:Edge 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 24 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; 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=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 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 -• 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 Qty Ply Park Sq HmRulilan-1349-A or C T11754319 P1349AC KJ5 JACK 3 1 Job Refer tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:32 2017 Page 1 ID:S_OpRO5ws414AkYA3UNGXPzr8by-gQrlvx_J8k7aiglscB4eOWYgrDd7DZV1 N01dH0yrZl5 1-6-0 3-5-8 6-11-1 1-SO 3-58 3-59 Scale = 1:32.8 8 5 2x6 1 3x4 = 6x6 = i 3-58 6-11-1 3-58 3-59 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 48 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 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-5-11 oc bracing. 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 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. II; Exp B; Part. Encl., GCpi=0.55; 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 (jt=1b) 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 Ito down and 217 lb up at 1-5-12, 168 lb down and 217 lb up at 1-5-12, and 110 Ib 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=1.25 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 MEMEMESSEEM WARNING - verify design 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 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 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, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Mllan-1349-A or C T11754320 P1349AC KJ5A SPECIAL 1 1 J.Reference oDtional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industnes, Inc. Thu Aug 03 13:14:33 2017 Page 1 ID: S_OpRO5ws414AkYA3U NGXPzr8by-8dPg7 H?xvt FRKgt3AubtYk5gtcOSy2DAbg2ApSyrZl4 1-6-'2 3-3-9 6-3-96-11- 1-12 3-3-9 3-41 7-7 4.24 12 Scale = 1:45.0 I IU 9 1.5x4 I 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 10.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr NO WB 0.15 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 7-9: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` 2-12: 2x6 SP No.2 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.0310-11 >999 240 MT20 244/190 Vert(TL) 0.0310-11 >999 180 Horz(TL) -0.09 9 n/a n/a Weight: 74 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 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 8 REACTIONS. All bearings Mechanical except Qt=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(1_C 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 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. II; Exp B; Encl., GCpi=0.18; 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) 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 Ito uplift at joint(s) 4 except Ot=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 Ito 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 Ito 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=1.25, Plate Increase=1.25 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 - I 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 LIB fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 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 Park Sq HmMtilan-1349-A or C T11754321 P1349AC KJ6 JACK 1 1 Jo Refer a ona Mid -Florida Lumber, Barlow, FL. 2x4 = 5-11-11 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14*33 2017 Page 1 ID:S_OpRO5ws4l4AkYA3UNGXPzr8by-8dPg7H?xvt FRKgt3AubtYk5tac0ey4UAbg2ApSyrZl4 Scale = 1:15.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.04 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.11 3-6 >628 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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/size) 1=277/0-11-0, 2=142/Mechanical, 3=70/Mechanical Max Horz 1=70(LC 8) Max Uplift1=-59(LC 8), 2=65(LC 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; 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=0.18; 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 joint(s) 1, 2. 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) 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 9=-4(F=-6, B=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 WARNING - verify design 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 andlor 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 L7 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq Hm/Milan-1349-A or C T11754322 P1349AC KJ7 JACK 4 1 Job Refere c o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Aug 03 13:14:34 2017 Page 1 I D: S_OpRO5ws414AkYA3UNGXPzr8by-cpz2KdOagLN Hx_SFjc665xd4hOLChSQJgKnkMuyrZl3 5-2-5 9-10-13 1-5-0 5-2-5 4-8-7 Scale = 122.3 2x4 - 1x4 II 5 3x4 = 5-2-5 9-1G-13 12-5 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) 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 8) Max Uplift4=-70(LC 8), 2=148(LC 8), 5=-69(LC 8) FORCES. (Ib) - 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; 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=0.18; 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 Ito uplift at joint(s) 4, 5 except (jt=1b) 2=148. 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) 51 lb down and 11 Ito 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 lb 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 13=53(1`=-27, B=-27) 14=4(F=2, 8=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, B=-17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 ANSIITPII 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 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. 0-11s" For 4 x 2 orientation, locate plates 0- 1114' 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 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering Systemrs:General Saf. k Notes 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C1-2 c2-3 0 WEBS q 4 O W ' O U a6 _ a U O a C7-8 C6-7 C546 OF BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 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: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-struttu'al 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 alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 0 r 0 b 0 v Ci C 0" 39'- 0" 12'- 0" 7'- 0" a a a a a a a a Q a a a a a m m m m m m L) c U U co U U CJ3 J U CJ3 CJ5 N F CJ5 N U2 J7 v J7 o> J7 J O J7 J7 J7 CJ5 J7 w m ww Y J7 N J Q of v N D w 2 U CJ3 Q J7 C%LL m U U U [D U C J7 IA J4 J7 J4 C A U CJ3A U ) CJ3A r U U J N S J7 U j J4 J5 9 5q'_ 8" CJ5 N J4 J5 6/12 JS CJ3 lL) CJ3C LL CnA his CJ3A a 1 U U U C CJ U co UU C A a a a a a a 7'- 4" 46'- 4" KNEEWALL TO 11'- 4" BRG. 3 q' 8" 11'- 4" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. ALL WALLS SHOWN ARE LOAD BEARING AT 9'- 4" UNLESS OTHERWISE NOTED. Q RECORD COPY Q U i7-3561 SANFORD O l'AR1T v v 14'- 4" PLT. HGT. 11'- 4" BRG. HGT. MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 6 - HUS26 1-PLY HGR 1349-AorC P 1349AC Iaf "7k u E a N/A ' 8-3-17 Bmax RECORD COPY City ®f Sanford Building and Fire Prevention Product Approval Speclflcat6o orm 6\)', ,13 1 7 - 3 5 6 1 Permit # Project Location Address SANFORD PAR - As required by Florida Statute 553.842 and Florida Administrative Code 9Nlease pro\Kde the information and product approval number(s) on the building components listdd 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. Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double- Hung Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FI-5349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 1535.3.2 Wind Breaker Dual Action Other June 2014 1 Category Subcategory Manufacturer Product Description Florida Approval # including 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 up 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 Signati Applicant's Name Please Print) June2014 Florida Building Code Online Page 1 of 4 U -' € ry BCIS Home Log In i User Registration Hot Topics j Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map 1 Links I Search b J ProductApproval y USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail tee:. FL # FL8871-R7 a Application Type Revision Code Version 2014 Application Status Approved Comments Archived _. Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer 77' Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. i Validation Checklist Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS (a).odf 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 Method 1 Option D Date Submitted 10/13/2016 Date Validated 12/13/2016 Date Pending FBC Approval 10/21/2016 Date Approved 12/15/2016 Summary of Products 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.pdf 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 AL_LaLEVAL 88D-1--odf 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.pdf 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.odf 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.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 8871.3 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.3.pdf 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 "Y 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 Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.pdf 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 "]" 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 III INST 8871_.5_pdf 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 6871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.pdf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation instructions. 8871.6 I f. "FiberClassic" 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.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 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.pdf 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 "Y 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" Series 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.1)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 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.pdf 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 8871.8 h. "FiberClassic", "SmoothStar", ClassicCraft" or "ClassicCraft Rustic" Series 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.pdf 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.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 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.pdf 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.pdf 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 Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida 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 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: Eck x http://-,A,Arw.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 4 of 4 Credit 'Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 an c' e d SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES W PA Cr' 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product complies with Section 1626 of the Florida Building Code and does not require on impact resistant covering. 4. When used in areas outside of the "HVI-IZ" requiring wind borne debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "p" and 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 same 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 "HVHT. 8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water infiltration requirements for the "HVHT' 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 SHEET If DESCRIPTION t Typical elevations, design pressures & general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Horizontal cross sections 5 Vertical cross sections 6 Buck and frame - 2X buck masonry construction 7 Frame anchoring - IX buck masonry construclion 8 Bill of Moler ols & Components 37.76' MAX. FRAME WIDTH 36.00" MAX. PANEL WIDTH 0i 4K 9 V J m N z° F ' O "_ dm V'•' mn z 0 m o N.. Z L V z.0z m a No o a eoM z° u cw o° 3`G. INSWING 37.75" x 98.00" 80.0 80.0 SMOOTH STAR OUTSWING 37.75" x 96.50" 80.0 80.0 INSWING 37.75" x 98.00" 80.0 80.0 FIBER CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See Sheet 8 for design pressure limitations. w 20 nz Q: OQ oo zw icn w g w W r Um 0 Jw K da nw o r 0 a a a a E: N. T. S, eY.. DWS er LFS NING NO, FL- 88 71.5 T 1 OF $ 6' H 43 ` 444 46 47 . 41 EXTERIOR 47 41 " 4. o Jy 3 z 8',iQ Ern W'• r 6J` a cN 7MillIZ a w 0 N a Z 2 INTERIOR 46 42 v o i m ° C46gcoof w 1 HORIZONTAL CROSS SECTION V o 2 47 a Z wo 0 rn 41 0 ¢ 4.02" o m 1.53" g oo 13 CORNERS C1 111LU m a o OF PANEL + EXTERIOR INTERIOR0 l_ o a I D 4 TOP RAIL 43 LOCK STILE (^ 3 m L DETAIL A -A DOORPANEL 40 Smooth star 41 ^ L N U o000000o yw z 0000000 42 E O U7LD 000000000000000 47 N N 44 0000000 43 1.18" m oo 00000000 1.530000000 o 0 Q Q 000000000000000 46 46 ' a a o 0000000u? z 0000000 45 00000000 00 Z 0000000 OOOOOA-9 0000 0 r _ 0 0 0 0 o Mqq, HINGE STILE 45 BOTTOM RAIL n N N o m 000000o z 000000000 00000002 AREA OPEN ' 2 VERTICAL CROSS SECTION Gore: 05122108 i 00 00000 AREA MAX.o 00000000 45 2 Ste: N.T.S. 0000000 MG. aY: DWS m 00000000 CNK. BY: LFS ; DETAIL A -A HAWING NO.: m Panel reinforcement FL-8871.5 a NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) smu7 2 OF 8 64 b6 67 61 EXTERIOR 67 61 L DETAIL A -A J o DOOR PANEL 60 Fber classic 000000000000000000000000000000000000000000000000000000000000- 000000000000000000000000000000000000000000000 0000o e- 0000 0 000.0 0o00000000000000000000 L 000000o0000o0000001 000000000000 DETAIL A•A Panel reinforcement INTERIOR 1 HORIZONTAL CROSS SECTION 3 4.02" 7YP. 4 ( I 1 ORNERS ; F PANEL Q 62 iOP RAIL 63 LOCK STILE EXTERIOR qI 61 67 1/,y° j? 64 NINGESTILE 6s BOTTOM RAIL 28.86% OPEN AREA MAX. U VERTICAL CROSS SECTION 3 o K. J:13 2 m i4f O I J > Obi III IIII11 Z VZ a N 0 Z a Em m o 9oo 0 o a 0 E 9zucI o° 3'a NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.42) SCALE: N.T.S. DWG. Err: DWS cHK. BY: LFS DRAWNG NO.: FL-8871.5 SHEET _L OF 8 E NF C s e Z',Qz n i 4rpm Gj i o ni c O1111jy N_ Z WAW Ern p m o 19 INTERIOR t0 1 ern 5aLa a m a a 0 1 DZ 4 v O 2 v 4 0 . 41 O JD 3 4 EXTERIOR 40 CC NZ zw1814G E Taw v =o D 4 1-114"MIN. chi D 0 o r B B a iE a 5 5 5 5 3 HORIZONTAL CROSS SECTION p mqShownw/1Xsub-buck LL 0.15" 0.15" oC''SINK C'SINK -- TYP.) e TYP.) o ° a 8 9 9 8 e u 0 N n o0 c ow vl 10 10 c n N INTERIOR INTERIOR moo ae ° L o. o N K 0 O 7 7 n 12 12 40 EXTERIOR EXTERIOR 40 14 Dnh: 05 22/08 SME: N.T.S. L C 11 60 60 C 16 Dwc, BY: ows1-1/4" MIN. E EMB. (TYP.) 1 1/4"MIN. cNK. BY: LFS SS SECTION 2 HORIZONTAL CROSS SECTION EMB. (TYP.) DRAWING NO, f HORIZTONTAL ng qOutsWng shown - insw ng also approved FL-8871.5 p sNar 4 of 8 EXTERIOR """"%/`""""' INTERIOR 1 VERTICAL CROSS SECTION Outswing shown - Inswing also opproved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION 5 Inswing configuration see general notes, sheet 1 for "HVHZ" water infiltration requirements EXTERIORINTERIOR 2 VERTICAL CROSS SECTION Shown w/1Xsub-buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet I for " HVHZ" water infiltration requirements A O 1•• pZa J] M 2CA moo * C m z i ` INTERIOR EXTER169, P I' ll ON En zo m a 0a Z ljj%lk N •• z U Z0 U u Ern 9 m c W 4O asN i 10 a ma 6 I6OV\° Eo 3 w o° JTd v. p J W J. V) 3 VERTICAL CROSS SECTION Outswing configuration Ca Esee general notes, sheet I for" HVHZ" water infiltration o 0 requirements a a INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION Outswing configuration see general notes, sheet 1 for " HVHZ" water infiltration requirements F: N.T.S. BY: DWS BY: LFS VING NO.: FL- 8871.5 5 GF 8 p 7) M i.4 12 o&;Jn P1 o nn °° z D U N 0 TYP. HEAD & mz`o naJAMBS TYP. HEAD & o o a MASONRYMASONRYaaJAMBSOPENINGOPENING \ a V co zC w lvy, o d FRAME xZ o 0 MO In(j O o oP5 2X BUCK y 2X BUCK N ZO V J Q m zw ED Lo U o YY OnOn Q On On a a D; m BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, 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 TYPE > SIZE%: EMBEDMENT,TO MASONRY TO ADJACENT i. EDGE ANCHOR ITW 4" TAPCON ELCO ® 1/ 4" 1-1/4" 1" 4" ULTRACON WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8" edge distance, V end distance, & I" o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH & DEADBOLTDETAIL DATE: 05122108 i SCALE: N.T.S. G Dwc. BY: DWS m CHK. BY; LFS 3 DAAVONG NO.: m m FL- 8871.5 N SHEEP 6 OF S 3 d Iv u a P N z 4" 0 bm F'a c n TYP. HEAD Tf I I?1 o n o z 8 JAMBS U N xZd z O U N MASONRY $ i° 9 m@ W OPENING \ 1 a g 5 a 00 v aa0 c 0 6Z y CW a U 17 G o FRAME 05 o xz3 o j- L 17 ¢N "Zz 3 m ozU Qo wrn a1XBUCK — o 0 a a 5 m LATCH d DEADBOLT DETAIL LJU aj p N N mU B Z vW4 O 0 HINGE JAMB " STRIKE JAMB 11 h o o O CONCRETE ANCHOR NOTES: FRAME ANCHORING G w w 1. Concrete anchor locations at the comers may be adjusted to maintain the min. Masonry 1 X buck construction 12 edge distance to mortarjoints. ' 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to z maintain the min, edge distance to mortarjoints, additional concrete anchors + may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.Ld 3. Concrete anchor table: t2 i'a n N o O N L 12 " N 0 aSIZE_1 DATE: 5122108 i cc.r. HINGE DETAIL ITW Dwc. er: N.T.S.N DWS m' CHK. BY: LFS 3 WOOD SCREW INSTALLATION NOTES: DMMHc NO, ff I. Maintain a minimum 5/8" edge distance, I"end distance, & I"o.c. spacing of FL-8871.5 w wood screws to prevent the splitting of wood. a SHEET 7 Of $ 9 i BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A I 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 /2" PFH WOOD SCREW 1.15" 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 M 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 /2" 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) Fy = 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 0.13T' THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL (FIBER CLASSIC) COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL 6.4 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" ^I O 8 HEAD d SIDEJamb 1 THRESHOLD Inswing adjustable 3 THRESHOLD Inswing self -adjust 5.75' THRESHOOufswingLD standard5 6 5.85" C THRESHOLD 2 Inswing adjustable 4.5T' J_ 4 THRESHOLD Outsvnng coastal 6 THRESHOLD Inswng MAX. DESIGN PRESSURE _ +/- 50 PSF 5:. SCALE: N.T.S. DWG. Br: DWS CHK. BY: LFS DRAWING NO.: FL-8871.5 SHEEP _2L OF 8 Florida Building Code Online Page 1 of 3 BCIS Home Log In User Registration Hot Topics Submit Surcharge ! Stats &Facts Publications ; FBC Staff BCIS Site Map j Links Search p J,Product Approvaldb --& r iA USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail m FL # FL15332 R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived ? 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 Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.org/pr/pr_ap 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.pdf 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.pdf 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.pdf 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.pdf 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.pdf 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.pdf 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.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.pdf 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.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 1.5332.6 I SERIES 420 REINFORCED SERIES420REINFORCED ALUMINUM .SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00499D.pdf 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.pdf 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 OOSO1D, Af 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:// w,Tw. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvd Wldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 51 0808C.odf 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.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 510809C.odf 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 FL15332 R3 AE 510810C.odf PRESSURE RATINGS 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. 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 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: I r: '. R;:. cF0i 4 t'fif l7..... Safe http://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqtH8572qvd)Aldk... 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. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4, ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN, WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION 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, FIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY S .. • ...ff fFLOWERMOUND, TX 75028 r,•\DENS k• ay6 5SERIES420SGDREINFORCEDWITHOUTADAPTER 96" x 96" NOTES' STATE OF FZORM •\ DRAWN: DWG 110, REV V.L. 08-02249 B DNA{\ Hill\\\` X SCALE NTS IDATE 10/30/13 1SHEET I OF 10 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX - r 17" MAX r I O.C. y I 6" MAX L 17" MAX O.C. 96" MAX FRAME HEIGHT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS 6" MAX 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. CHART#1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psi Single Panel and Total Frame Width (in) 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 Pos Neg Pos Neg Pos Neg Pos NegI40.0 58.4 40.0 50.9 40.0 45.7 40.0 42.0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4 40.0 52.4 40.0 45.4 40.0 40.6 37.1 37.1 40.D 49.8 40.0 43.1 38.4 36.4 35.0 35.0 CHART #2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.0 in) 60.00 72.00 84.00 96.00 Pos I Neg Pos Neg Pos Neg Pos Neg 84.0 58.4 58.4 50.9 50.9 45.7 45.7 42.0 42.0 88.0 55.2 55.2 48.0 48.0 43.0 43.0 39.4 39.4 92.0 52.4 52.4 45.4 45.4 40.6 40.6 37.1 37.1 96.0 49.8 49.8 43.1 43.1 38.4 38.4 35.0 35.0 CHART #3 Number o/ anchor locations required Frame Single Panel and Total Frame Wldlh (in) Height 30.0 36.0 1 42.0 48.0 in) 60.0 72.0 84.0 96.0 H8S IJamb H8S Jamb H8S Jamb H8S Jamb 84.0 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" ELEVATION DRAWN: DWG NO. REV V.L. 08-02249 B SCALE NTS IDATE 10/30/13 SHEET2 OF 10 SIGNED: 1012212015 0//, 00 SAT 5 * a= OF 'mow jF•..0RIDP'`' SS 0NA `;Eac\:. c Iv FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 17" MAX _ O.C. 1 6" MAX 17" MAX O.C. 6 - AX ME GHT 6" MAX 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DES16N PRESSURE RATING IMPACTRATING REQUIRED 35.OPSF NONE SEE CHARTS N7 AND #2 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 VMdth (in) Height FrameW46 36.0 42.0 48.0 m) 72.0 84.0 96.0 H&S Jamb H&S Jamb H&S Jamb 84.0 5 6 6 6 6 6 88.0 5 6 6 6 6 692.0 5 6 6 6 6 6 96.0 5 6 1 6 6 1 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: DWG NO. REV V.L. 08-02249 B SCALE NTS I DATE 10/30/13 1 SNEET3 OF 10 SIGNED: 1012312015 1R ! )L D o CTyaTT OF A 1/2" MIN, EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBE< MENT BY OTHERS 1/ 4" MAX. SHIM 10 WOOD SCREW SPACE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 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. ENT AIN. Luuc uIaTANCE REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 17/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE i - INTERIOR 1/ 2" MIN. EDGE DISTANCE4r in] k==5FF- FOR 10 WOOB SCREW EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WINDOWS Y LLC OOLAKEADDPDOORFLOWER MOUND, TX 75028 SURIiL/ o// y • XGENSF 1 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 051 1 96" x 9O FRAMEINSTALLATIONDETAILS TAT OF w DRAWN: DWG NO. REV 0' ' ORtp.•`''" V. L. 08-02249 B f//;ss(QNAL• It SCALENTSDATE10/30/13 SHEET OF 10 10` M ETAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1 /4" MAX. 0 r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR I I I I I I I I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 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 HE DESIGNED IN ACCORDANCE WITH ASTM E2112 F__ 3/4" MI' EDGE DISTE I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS ' REV DESCRIPTION I DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWSDOORS`\\\X\ 11Ro LAKESIDEDPAFLOWERMOUND, T rGEN& SERIES 420 SGD REINFORCED 96" x 96" FRAME INSTALLATIO 730 SSixTAT OFDRAWN: DWG NO.V caE 08 ONA1.1Et NTS DATE 10/30/13 2 1/2" MIN. EDGE DISTANCE a 1 1/4" MIN. a. EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS 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 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT y ° I 1 1/4" MIN. EMBEDMENT a VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE REVISIONS ` DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 05/03/15 R.L. 1 1/4" MIN. EMBEDMENT TE 1/4" MAX. 2 SHIM SPACE MEDIST 3/16" TAPCON CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR I., I.: y H o EXTERIOR 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: 1012312015 MI WI AND LLC R I ILI0 J//' o00 AKEAoND PARKWAY q, 8i FLOWER MOUND, TX 75028 ti ,••GENS 5 * = SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 9O k/ o FRAME INSTALLATION DETAILS yci , TAT OF5 O• t0RVOV. rt`S'•... fq DRAWN: DWG NO. REV OS B SJONAl1,\\` s02E2690F 10GALENTSDATE10/30/13 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR H LLJ1 INTERIOR 0 BE SET IN OF VED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN. NT tUUL UIJ IIA NUL 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 REVISIONS DESCRIPTION I DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 013/03/15 R.L. 1 3/8" MIN. i/4" MAX. EMBEDMENT SHIM SPACE INTERIOR 1/2" MIN. f3 fEDGEDISTANCE UI " I- - EXTERIOR wooD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WINDOWS AND DOORS LLC R I Li/d1, 1900 LAKESIDE PARKWAY l,//i9 FLOWER MOUND, TX 75028 GENS 0y661 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILSSTAT OF tv s C OR VDDRAWN: DWC N0. REV 08 SCALE NTS DATE 10/30/13 SHOE-79OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 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 DRILLING V L TO BE SET IN BED OF PROVED SEALANT 3/4" MI EDGE DISTF L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS DS/D3/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORSLLC R I LI0LAKESIDPARKWAYY FLOWER MOUND, TX 75028 w•'\GENS-.l SERIES 420 SGD REINFORCED WITHOUT ADAPTER ir• 0 61 *J 96" x 96" FLANGE INSTALLATION DETAILS jAT += DRAWN: DWG NO, RdB aZORI'D V.L. 08-02249 S/ I11NA11E1 SCALE NTS DATE 10/30/13 SNEET8 OF 10 2 1/2" MIN. EDGE DISTANCE 1 1 /4" MIN. e. EMBEDMENT CONCRETE/ MASONRY 1/4° MAX. BY OTHERS ' SHIM SPACE OPTIONAL J IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR " I11I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT e 1 e, 1 1 /4" MIN. e' - EMBEDMENT d . VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE REVISIONS DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/111/1 1R. L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. 1 1/4" MIN. EMBEDMENT o . 1 /4" MAX. SHIM SPACE 2 1/2" 6 MIN. ° EDGE DISTANCE v 3/16" TAPCON CONCRETE/MASONRY _ BY OTHERS ° a In n INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK -J CONCRETE/MASONRY INSTALLATION 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 SIGNED: 1012312015 MI WI ADND LLC R(ILIoPDOORSOOOAKEARKWYFLOWER MOUND, TX 75028 y v • pENS 4, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS+, TAT` 4 ORIQp `\ DRAWN: DWG110. REV 08 e s/pNa\ ,` GALE NTSDATE10/30/13 SHEET 99OF 10 VVVVV rNHmw BY OTHEF 1 ti EMBE APPRO SEAU BEHIND 8 WOUD SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/16" MIP EDGE DISTAL` 1/4" MAX 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLA71ON SEE SHEETS 4-9. REVISIONS REV 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. TRIM a 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED I 3/16" TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE MIN. WOOD BY OTHERS E DEDGEDISTANCE FRAMING BY OTHERS INTERIOR TRIM TRIM 1/4" MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR I HOOK STRIP — HOOK STRIP 10 WOOD SCREW 10 SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK R HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER u1111LLtl,i, S R. Lpi// MOUND, TX 75028 w'.GENSl9s!, NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOT y 41TATX.FSHOWNFORCLARITY. NAILFIN & HOOK INSTALLATION DETAILS 1 o 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN: DWG N0. REV ate•' A P • • d R t'0DESIGNEDINACCORDANCEWITHASTME2112 V./,tcS08Bi/s NA CALF NTS oarE 10/30/13 SHDEET 10 OF 10 11\\\` Florida Building Code Online Page 1 of 6 BCIS Home Log In User Registration !, Hot Topics ; Submit Surcharge Stats & Pacts Publications FBC Staff BCIS Site Map '. Links Search Ow Prod PcbrcAPProvalr -'7 Product Approval Menu > Product or Application Search > Application List > Application Detail K" 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 Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@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 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 Equiv 20150319 - FBC - DASMA 108 eauiv pdf FLIS279 R4 Eguiv 20150319 - FBC - DASMA 115 eguiv.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 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). 15279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GD11_P, GR11-P, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 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). 0 0 Page l/ 8 0 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) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insp cd_gn_pdf FL15279 R4 C CAC W3 Listing Intertek.ndf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Rev12.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® 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.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.odf 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-1A171: 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). 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 proof 0f inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.rdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-RevOl.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 Lett_e,r w ithnrogf pf contract and..proof ofinspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Rev13.pdf 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-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GRILP, 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 FLIS279 R4 C CAC Letter with proof 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 FL1S279 R4 II 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-1A171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Double -skin Insulated PUP, (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.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.pdf 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-Rev0l.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, 75, 190, 84A, 94, 42, 48, 55, 42B, 486, 555, 4RST, 6RST, 4RSF, 6RSF Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1S279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4., C CAC W3Listing Intertek.pdf 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 101308-Revl2: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: 15279.8 008 W4-09 DSIE-11`171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'T" wide) WINDCODEO 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.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure:.+28 PSF/-29 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 101652-B-Revll.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: 15279.9 009 W4-09 DSIE-11`471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR21_P, ED2SP, ED21_P, 4302, HDGC, 6202, SFC68, MFC68 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Single - Car (up to 9'0" 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 Approved for use outside HVHZ: Yes of inspection,.pdf Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI 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 103969-6-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-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 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). Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) 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 of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev01_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 Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" 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 Approved for use outside HVHZ: Yes of inspection.ndf Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.Ddf Design Pressure: +28 PSF/-29 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 104456-Rev0l.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: 15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE@ W4 Garage Door 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, 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.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +25 PSF/-32 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 300159-B-Revl6.ndf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.13 013 W4-09 PAN-21`441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE® W4 Garage Door GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, S1_4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and oroof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek_pdf Design Pressure: +25 PSF/-32 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 103486-B-Rev08jdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 http://www.floridabulldlno,.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-2F449: 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-11`171:4300, 4301, 4310, 4400, 4401, HDG, 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, GD21_P, GR2LP, AR2SP, AR21_P, 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-11`479: 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). 15279.18 018 W4-16 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 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 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 proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listinq Intertek.ndf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.odf 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) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of_i=_ection.pdf FL15279 R4 C CAC W4 Listing_Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101481-B-Revl3.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 (97' up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspedion_pdf FL15279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-B-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) 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 Listing_Interte0df 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: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspectlon.odf FL15279 R4 C CAC W4._Listing- Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279.._R4 II 104169_Rev01_pdf . Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding. org/pr/-Dr_app_dtl.aspx?param=wGEVXQwtDgv' yVVKJZ I 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-iK479: 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.pdfApprovedforuseoutsideHVHZ: 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.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: 15279.20 020 W4-16 PAN-21Fi53: 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, ARSS, ARSSV, ED5S, EDSSV 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.pdf 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 = it Back Next 0 0 Pagel/8 0 0 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: Mc..hac4. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQxATtDgv3yVVKJZ 1 QR... 9/7/2017 Dam !EIGHT ` SECT01 Ib m U-BMSI' BdDi VDITN UP TO 7'P 4 b 9FY709'LD' 7'3' 1 AI S 8 IM TO U'10 CARRIAGE WISE' RAISED PANEL ElODSS , MODELS 25 GA 125 GA INS 0.0PAT G 55. G0rsV' GALLERY' Ti9S GRSSV NRNESARTISTRY' AR53 AR53V OEAL CARRIAGE HOUSE' EMS EDSSV ClA55x:' 9Nalf RNSFD-PAEEL SIDWN. 'CVDGDE NOLW SHORT PASm-PN IS ALSO APP110,4D. EErL4d/B' SNFEfascews VI 4'.3/4' SElF D APPMO SCREW9 a NA e RwN MNDE NEW NMISS SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. KIERMEMTE SIDLES M TARE FM OWL. A—a=.9— SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2'x16 IMPACT RESISTANT GLAZING IS 21-5/8"04-1/8'. DESIGN ENGINEER: MARK WESTERFIELD. 7FLORIDAP.E. /48485. NC P.E. }23832, TEXAS P.E. /91513 I w -_ NNXPR DE! ADDED EXTENDED HEIGHTS,' ADDED M/N 42B, 45B, 555 ADDED MIN 4F ADDED 'CARRIAGE HOUSE D UPDATED MODEL TABLE REVISED WIND SPEED TABLE TALL U-BARSECTIONA -A ((SIDE VIM3" 20 GA. GALV. STEEL r°ORx MIN. YEILD STRENGTH: 50 KSI I 2" THICK I 3" SHIP LAP J01 If DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VINYL HAIRCELL BACKER (INSULATED MODELS ONLY) 25 GA. MIN. GALV. STEEL SKIN WITH A BAILED -ON PRIMER, AND A BAKED -ON POLYESTER TOP COAT APPUED TO BOTH SIDES OF STEEL SKIN. DR! DDaN NRR 011 oR4D! 1NF oESILTN IC De TOR wID ULTIWIE wFa SPtffi taRn mar ALCDIdp ro THE DArRRA NXBUNo wDE oR TIE NIEIONTIOIPL SJRDFC mDE (bA4D aN A3GEi-ND) rOR THE FalnMNO DDNIOIDIDIrT. 0 OlDAm1 DUiDl1N. Z) DOOR IPS 2' OF MDIH M RRDNG7 ND iDN[ AIN ROUE NDPE NO 4) __: M ACCDImVItf " NA/D 9N Iq. SIIEGYMAIgl6 f/ A QYiR® Om011 MNEC1901Y1 WT Ri N> g IRS IT Ia m CATEGORY f. C.D R. C. NEAN — — bs' d IY SD' CI® pay Building Products BMASOND OH 45040 rmmnnnv ( 513) 770-4800 T 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) I4x5/ 8" SHEET METAL NIS. ' SCREWS. 14 GA. GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) #14x5/8" SHEET METAL SCREWS AND (4) 1/ 4"x3/4" SELF TAPPING SCREWS. SEE VIEW "B". 3" TALL x 20 GA G.N.V. STEEL U-BARS IN A 2-1-2-1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BAR ON NEXT SECTION, ETC.). EACH U-BAR ATTACHED WITH ( 2) 1/4"x3/4" SELF TAPPING SCREWS PER STILE LOCATION. 13 GA GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) 014x5/8" SHEET METAL SCREWS. 1__ALUMINUMEXTRUSION VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF & -24.5 PSF TEST LOADS: +36.0 PSF & -37.0 PSF PAN— T IXI ' VD10.0AD RATINGMAX. DOOR SIZE, W 4 16'0"W x 16'0"H 3/ 97 DESCRIPTIDM CLASSIC AND CH RP STEEL PAN r' JAC DOUBLE -CAR, 16'W +24/-24.5 PSF B RAVING NUMBEI. VERB Br. MWW 101711 IBC CARRIAGE HOUSE' RAISED PANEL ENWSS DWRS MODELS 21 GA 21 GA INS LLIDAY Dn G, v —, GALLERY' TOSS GIInV HOLHES ARTISTRY' ARMS AR'JSV mEti. CARNUIZROUSE' ED!M EDnV DOOR HEIGHT Sj& W Or U-BARS mArNYDrt Nr_sA. y/5'.3 tFTO ]'C 4 6 AAMD TOO J/6'.S' IAO BE COLA ON CERTENN. O.D. RR RE W 7' Of TO B'S' S B O A RUSH MOUNTSSUNTREZTOAFUBECGIMID6UIE (BUY NOT RD' TO 6 9 RPROMDEUVI). NOTTRANSFERINIARMOSUFACEHOR2GIRN. J.AWBS W NOT IIl/NSFER IA'D. SIE' 3 NOS' TO IE'Q' 7 U 06' TO 14'0' 1' B' TO lYY B Sli 11J/B•.y' qf£E ANCHOR BOl1M ON x0' CFNf01M (2.000 MYM. CONCRETE). 16' 0' 10 ID ER] M U REO WITH REEVE µCHOPS. SECTION HEIGHT- NAP1' OR 1/4'.J' TAPCON SCREWS ON 17' CENTERS (2.000 PSI MIN, CONCRETE) OR /' CEM M ( o-W BLOCK). V O.D. WA41ER5 REOUIND WITH TAPCDKS. ANCHORS MAY E COIANTF18111N (BUT NOT REQUIRED) 10FROMM A N91 YOURNO SURFACE HGIIZOMAL JNIBM DO NOT TRANSFER LOAD. FYi4ffiD111]tlS: REFER TO DA9N TDS-1e1. A NCFNMED DESIGN PRGFIDSMarIAL MAY ALSO BE EMPLOYED M APPROVE ALTERNATE FASTENERS NA/GIN JAMB CGNFNIWATNNS. ARAIDN DF dAleS RY DDFRC sTOP YGIADNO BY DOOR PwALIZR OD sum a YIN. GEV. STEEL END SIDE 2.e YELLOW PINE .OAR x0 20 G GALV. STEEL NTEA SOLE — IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 10 171 1 -A SECTION B- B (IMPACT -RESISTANT GLAZING OPTION) DEAL V OPPOIPI. DECORAIM [ O— I AIIRAeOSE HIGIR W.E D•T..A RESNAP-N RNERT. (ecRDN FRAME AND F—DO. D6CRNIVD rnoR ncmD. aErmaN 0BE1 UN AND SAME). IMPACT ME." f ONE-PBOC INE4THGI1—LYSTttNNE REDWER FA6NNED TO FiVYE RUN NM31FD a 1D.V1 (ID) /e . J/U' FOUR NERD MMRWRE scnivs. WLE QAa l2 IMPACT-RESISTAM CONSTRUCTION: SOLID DOORS ( NO OIADW) OR DOORS RM OPTIONAL MPACT-RESMANT BLAZING ARE IMPACT-RSSDf OPINNIL NIECTNN-MOLDED POLYCXSONATE FROHR FRAME NN GAONG IS DE MEDIAN S)21J27. AN APPR7',1D CC2 PLASM N ACCORDWCE WTI IBC/EMN 2BOB. ENE FLOADDOORASSEMBLYO INSTALLEDFLORIDAIDCOMPLIANCE DE D I sEC110N AL B THE CORD LAIDBEpSITHEMSCTTHEF)AMIRDIIO CODE µD HAPTUt 10NG. CURDY. CODE AND PEER111EMPACf-RE56TNIf PEWDEINMS TFF. CIAPIFA to FYC/IBC). STANDARD ASSEMBLY DETAILS DRAWING 10 171 1 -B FRONT FRNLE WITH U.V. DOADNO ON OUTSIDE SURFACE NOTE THAT FRONT FRAME IS NARROWER THOU IyI I/J, I ((BRACT-RF95fAM FRAME ID fJ OIALNO 1LR INSIDE J LITEIIE ETNNER Bd/U' PAN NFID SCREW. STANDARD ASSEMBLY CONSTRUCTION: OPfIDW1 SSB. OSB OR 1/9' ACYRLX UTES AVAKAWE OPITGIAL ACRDC OLAZ S RASKOLUE OPIN OR WCG1 CP APPROVED CC2 PLASTIC N ACCORDANCE WITH IOU/FI)C 2606. ME LITRE DOORASSEMBLY INSTNIEO M COMPLIANCE ETH M6 SEC IO MEETS THE NAND LOAD Rw REMENTS OF TILE FLORIDA BUBDINO CODE OR MBRNARGIDL OUIDRNO CODE BUY DOMIM MEET THE IMPACT RESISTANT REOURELENF FOR RNDBORNE DORM REGIONS REF. CHAPTER 1e FRCADC). SHEET 2 OF 2 II I 1e GA OILV. 1RNOE DOI NINE FARDNFD ro STEW 01iWNENPERI ) RON 4 14 /e' SLEET II GA GAL. V, ROLLER HIDOE EACH 1011E FASTENED M ER) eTRZS RM (4) METAL SCAM AM 1114417/4' SDPTAPPINGSCIRWS. (1) 2' 10 BALL SHORT STEM STEEL ROVER WRN STEEL OR NYLON TIE AAI DUBeIIDtl SFCWN C-C LICE: THE D6NN OF THE SIPPORTM STRUCTURAL BFWDRS SNAIL. BE TIE RESPONSMUTY OF THE NNEET9ONAL OF RECORD FOR THE BUILDING OR STRICTURE AND N ACCONGWCE WBH CURRINT BULDMG CODES FOR THE LOADS LISTED ON THE DRAWING. Ir WN A ,= a RaA— P.E. AS I MARKWE'STERFIELD, DATE DESCRIPTION SEE REVISION HISTORY ON SHEET ONE NOTE, TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. e' TALL DOOR, AND UNDER 1J W cALV MTER FVO IRACNEf EACN MI-5 ro WOOD lHR TOP BRACKET DOUBLE HORIZONTAL TRACK AD RE MRe'.t-M/e' W000 UN SCREWS E HAW 2' CN. V. STD. TRICK. MN. TRACK THICKNESS:. 0W' _ DOOBLE TRACK LDW HFAOROOM OPRON 1' TIP. 2- 1/ 2'.12 GA.DALY. STEEL TRACK BRACKET. 4) W" BAiXETS PER SIDE 1YTTF pIUBF 1RAIY L_ TRY[' 1VAAIHEEA9 HOR= HTAL TRACK SUPPORT SUB) DOORS 0AERe' TALL 1J Ol ON. V. STEER FT/D B EACH FASIDND 10D00RARACTEY.WB CORN J) a/1n' n-e/e' LAD SCREWS 2' GALV. STEEL TRACK. TRACK TNICKNEMS .000 MM. TYP. 2-i 2'.12 GA DALY. MID. TRICK B S) BRACKETS PER MDE NP TO 10' HIOF e T1UCX MWXEIS PER MADE iUP TO 12' NWT(. ANCE BETWEEN FLAG AND TOP TRILR BRIO( el®pa MPC.• PAN-2F153 j/ DATE, 1/ 3/97 Building Products 6MASON. OH 45040 mAWN585 DUKE 8- enJACCom an (513) 770-4800 CHECKED IT, C1,M C, qw M,n M R/MR R—wd. MWW mm FOR DOGIS OVER 12'-0' HIGH. TRACK CONFIGUMTON SNVL NOT O(CEM MAXIMUM SPACING PRO M. CONSAT FACTORY FOR MORE DETAIL F ROD. DESIGN LOADS: +24. 0 PSF & -2.4.5 PSF TEST LOADS: +36. 0 PSF & -37.0 PSF VINDIAAD RATING "A" DOUR SIZEA W 4 16' O-W N 16'0"H IDESCMPTIOII CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16' W +24/-24.5 PSF DRAVING NUMBER. VET B 101711 IBC Florida Building Code Online Page 1 of 3 r BCIS Home i Log In j User Registration Hot Topics i Submit Surcharge Stats & Facts i Publications '; FBC Staff ; BCIS Site Map Links I Search e di° 1ProductApproval j„t .;i 1i_;USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail 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 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 Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2008 AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 07/19/2016 Date Validated 08/05/2016 Date Pending FBC Approval Date Approved 08/05/2016 http://www.floridabuilding.orc,/pr/pr 9/7/2017 Florida Building Code Online Page 2 of 3 4r Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 5202 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 L21,pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).pdfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 21-0fbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5),odf 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..df 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).PdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).pdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).pdfDesignPressure: +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.odf Created by Independent Third Party: Yes 17499.3 185 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. 17499.4 185 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other: R-PG60 17499.5 i 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Certification Agency Certificate FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).pdf FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact(5) Done.pdf FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 3).pdf FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).pdf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.pdf Created by Independent Third Party: Yes 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Certification Agency Certificate FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).pdf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).pdf FL17499 R1_C CAC M_I_Windows _ 185 SH jFii Lj_(12Lpdf FL17499 R1 C CAC MI Windows - 185 SH (Flange) 1( 0).Pdf 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 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 R1 C CAC APC(13363)E1729,01-109-47-R0 185 SH (FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).pdf FL17499._R1 C _C.AC MI_Windows .__185 SHFin1.f 14),.pdf DesignPressure: +60/-60 Other: R-PG60* FL17499 R1 C CAC MI Windows - 185 SH (Flange) 11 df Quality Assurance Contract Expiration Date 10/ 17/2018 Installation Instructions FL17499 R1 II 08-02550A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499_ R1 AE 5133288_pdf Created by Independent Third Party: Yes 17499. 6 185 Triple SH 111x72 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 Triple (Fin) 01P- df ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 4). pdf DesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) L df FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 4). pdf 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,.pdf 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) j3Apdf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 4). Ddf DesignPressure: +45/-45 Other: R-PG45 FL17499 R1. C CAC MI Windows-.185,._SH Twin Flan 3). Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4 id Quality Assurance Contract Expiration Date 10/ 20/2018 Installation Instructions FL17499_ R1_...II_ 08= 02547A-df 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 Nezt 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: vru ® nesk -Ee_._. http:// www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 1 El; T-iF SH-)A'k HUPP?J IS EFSICNIED AND L;AH J-AS',TURFD rll-; F Lf UREME I] L F 1 ?.;IC. A H I E I EJ 2. 'A001, TC) BE DESICNO-) All. 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Mt1.:I[,fij.?A j`jTf) ANC-1110t,": A` (,"NN IN ELEVAPU IN,IALLAPON DEIAILS, I b. ;0P ANILHORI.M., ItIP01-MI I N:C; LIEN"'111 Tr' A:.11!!FV-, A 1 1/4*' U'/.EjEE'.'MMF SUBSII ELI( I- U)IS:-,-'Jj(J_, U"CAIL ANCHOP,-; 1- 10VVN ;*I ELEVA;IONS f" 1141 M tj M 3 A. Df A'ALS. VILIAL STPI CTUIREJ.SL r LEN.'TI I TO Acll : IL L I IJ r,' PAS IT I -!FFI",:'E: J7 EVE3RF-k.: , -11,,! SIRUC'IURf_ INI,"'IOR l',. LL. LJCr.FL ANK>10PSHOWN IN: ll-UV1JI: 1NS AND IN'S"Al-I-Al ONI L) 1. l:..,. At I. T,,-) SF CURROS.Ok I-,'F"IS1'L't% F. iN--'Tkqjjt Icj'I r'd'ICI A"' 11r1. ;E N0 Al. L[-' IN 1C,-U?DANCI IN11 1 ANCHOR b7JHIUIVA'1111,.!PFYN',(AIUAIICYI frASIMUM101,1S AND 'SHRILL, N!")l 131 J,,"J) I' Q I.I-ISTRATES NITH LFSS THAN THE MINIIA.-A '5TREN(-TH ,PD"'.FlEI-,- RE:..,-)rV: A. INO,')C':JI vI 111 ,1 SPFCI'G. '01: G=c,...,1'= I!,: IMIt, 0.-IJM SIRVIGIII 9loCK PI Asil"A c9cl NlMi F D. JJF7.,`.l STRUICTUPF: SIFR 18GA r1=o1--,< SI/FI-=52Ks' Or, A: I.A. 41INUM 6063-T5 -U=3'P,S;; oAs' -HICK TABLE OF 'ONTENTS SHELT NO.i (-,EsCRiPTI, V 5 i INSTA;_[ ATIO, DETAk 14 ' !:(NAP) NF1,1TI SIGNED: 0711212016 Mfl WINDOWS AND DOORS 0\10 I lot/// 650 WES]" MA51<0 SIPEET 9 .. L GRATZ, PA 17030-037L 0 5v SERIES 185 ALUMINUM SINGLE HUNG WINDOW X8 52"4" NON 4 '1 /— - 4VAYirOF NOTES N'c. Oa A9/ONAI- NITS 12./Oq/14 1OF 14 AAX i:F-,AkII: V"I.Mi III REV D F. S .^F,, T I K Ij A,,, Z M",-,x C!, 2F',..,VlHDE ANCHOR CHAR., I( JL.12 I i CHART #1 UNITS INSTALLED WITHOUT FILLERS Ax Ax Number of anchor locations required Haight (in) 8-2 24,00 Frame 30.00 Width (in) 36.00 42.00. 1 48.00 52.00 H-LIlla ed Head Jamb Head Jamb Head Jamb Head Jamb JambHeadJamb Head JambHead Jamb 24.00 2 3 3 3 3 1 3 3 3 4 1 3 4 33 4 33 30.00 2 3 3 33 3 3 3 3 4 3 4 33 4 33 VAX 36.00 2 3 3 33 3 3 3 3 4 3 4 33 4 33 42.00 2 4 4 3 3 4 3 43 4 4 4 4 4 4 44 HEICH. 48.00 44 3 4 3 4 4 4 44 4 44 00 2 5 3 5 3 5 3 5 4 5 4 5 4 55 0 0" 2 5 3 5 3 5 3 5 4 5 4 5 4 5 6 0 2 5 3 5 3 5 3 5 4 5 4 55g4226366363i3644 00 2 6 3 6 1 oi 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE A FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHARTV FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.OPSF NONE SIGNED: 0711212016 V-1 WINDOWS AND DOORS c, R. L 0 1. 650 WEST 1AAR11A.T STREET GRATZ, PA 11030-0370 r 2. MAXit,11"KA, I !),I X -i 5. A) 1.1/4" X 45: . SERIES 185 ALUMINUM SING LE HUNG WINDOW 52" X84" N0N-I.VPACl isAo 5 4T 0; FLANGEFINLESSELEVATIONS0ATSCHEDULEHARDWARE N. G. 08-02546 A ONAL SkN ME LSWEEPLOCKFROMEACHENDINTERIORMEETING RAIL R Atl, 113, C T j , 1(2) BLOCK AND TACKLE BALA NCEA TJAMBS NT7S 12/ 09/14 OF 14 2,A HEIGHT 3 185 ALUMINUM SINGLE HU-- -- - EXTERIOR VIEW DESI NE—R _-....-- ---- DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS .SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE 1 94= 11111IJ I hI I:. ..: ` I 3 l i. X 1di M ,S3 1) 1 .0.: -1 S" X 4.„ HARDWARE SCHEDULE A. (2) METAL SWEEP LOCK AT8" FROM EACH END INTERIOR MEETING RAIL B. (2)BLOCK AND TACKLE BALANCE ATJAMBS R F.',: ('F,:F TI 1 C%L1iE n?F'CvrD CHART ;#2 UNITS INSTALLED WITH FILLERS Number of—hor lbcations required Frame Fram eWidth (in) Flelght (In) 18.00 Head Jamb 24.00 Head Jamb 30.00 Head Jamb 36.00 Head Jamb 42.00 Head Jamb 48.00 Head Jamb 52.00 Head Jamb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 33 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4- 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 60.00 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 4 5 4 5 72,00 2 6 3 6 3 6 3 6 4 6 4 6 4 6 7B.00 2 6 3 6 3 6. 3 6 4 6 4 6 4 6 84.00 2 6 3 1 6 3 6 3 6 4 6 4 1 6 1 4 6 MI WINDOWS AND DOORS 6150 WEST MARKET' SIREET GRATi, PA 17030 0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 5 °"XB4" NON IMPACI FLANGE 8. FINLESS ELEVATIONS N.G. 08-02546 5;.al.l: NTS an: 12/09/14 " r 3 OF 14 SIGNED.- 0711212016 L1a'7j'. Jam' 84X OF i077'. A //)'8/ONALK \ r MA'X FI:rC YVIPTH _ VAX I oC. 3 Ij 1-v FRAME ' DTH 1 „ V I.,h R=Y Dr, ,:f IPTI( 1, DATE n p 2 1aA;r A R:_b SED Ir„4 ,;R SFACN & CHARTS :'llt,i Yi;iG f.l Aav „r I 185 ALUMINUM_ SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE I II ?C A I SIZE: 36' 2 it Y UM1 sa U •is Y 52 1 ; 2: HARDWARE SCHEDULE 2) METAL SWEEP LOCK AT 8' FROM EACH END INTERIOR 2) BLOCK ANDTACKLE BALANCE ATJAMBS CHART #3 Number of anchor locations required Frame Frame Width (in) Height (in) 18.00 H8S Jamb 24.00 H8S Jamb 30.00 H & S Jamb 36.00 HbS Jamb 41.00 H8S Jamb 48.00 H8S Jamb 52.00 Has Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36,00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4Z.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 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 G 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 66.00 3 8 3 8 4 8 5 8 5 B 6 8 6 8 72.00 3 8 3 8 4 8 5 8 5 8 6 8 G 8 78.00 3 19 3 9 1 4 9 5 1 9 1 5 9 1 6 1 9 1 6 9 84.00 J 1 9 3 9 1 4 9 5 1 9 1 5 9 1 6 1 9 1 6 9 SIGNED: 0711212016 MI WINDOWS AND DOORS 650 NEST MARKET SIREEF 6RA11, PA 1/030 0376 iu ti,)ILIII/ 5:2•b49,V ii GE(8 (p k• 0 625— SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT p i FIN ELEVATION 700•• STAT llj oH:arw:. wc rc;.FiORMa N.G. OR O A NTS n4' 12/09I14 ` 2546 0F 14 WC1101) FPINIIIING OR f Y. BY 011il_!6 HAC R APIPFOVF L, N I EXTERIOR 2" MIN FOGE Dj,,x,;lI r':F- 4 Im, Y S I I I Id SPACL i o om) w.R. INTERIOR r.-IEIAL 0) OTI;-_RS APPRC? ' iE.') SEAL .- _ AN: EXTERIOR 0: PFROVED STRI IC RAL BACK, FRO , D ALA N I APORIUVED ANT KE7 I- 111,4 SI-Ar- APPROVED FRAIAN(: x BUCK HY OTH METAL-, STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Eif 12 Er),,, E DIS ANCE 1/ 4" MAX, SHIM SPACE s io 's OR SELF _ 0LILINC VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR 1_' 11T 1-....----.....__....._ F. r; AIJCN R CHARTS c7l/ I 1,201F Rj_ f'- tvi 6 L P M L Ni S'flt,. SPN"E I. INTERIOR MIN EDGE: NOOD FP4MINO 2X DUCK EXTERIOR BY JThiEl,n S' - - ALAI 4 T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 / 4 SHIM SPACE ijIG SIAS OR Z. 1 SEILFDRIL.I.MG INTERIOR MIN. III TO P,- 5FT E E), L IN TRt ItT I RAT. SE, LAJI HEIAL. 1/ 4" MAX. Py OTHERS SHIM SPACE EXTERIOR DA," K'ER RO D Ac. APPROVED E, Ar AN _1 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GPAIZ, PA 11030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS 'NITHOUT FILLERS R 7 ". 7 AWNN. G. 08-0254 6 A 1: NTS 110A! 12/09/14 .wF.15 OF 14 SIGNED: 0711212016 F`E 2 1 7 v"N r I DI .;+f F r<cv rrs nrr r r v t. R .F[ M I P f ,IY. f: : I ,T' 1 ,/1,L fI. s I n 1 L ! ILS ' t V, H I Dr.l N.I. PI r I X: PRO F[ LALAI U it I I I y INTERIOR kmlm r rliU- i c EXTERIOR _r j INTERIOR i g f F-,c _ r. L DIKSTANC F EXTERIOR III :f;ac EP ROD Fi. APPF.(r:-ED L P DI J I_ T -T SHEET 1 JAMB INSTALLATION DETAIL II "' IN.v B_D ,j CONCRETE/MASONRYINSTALLATION B Ck — AP PP _J L L Jf I_ 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; 07/12/2016 BY 01 MI WINDOWS AND DOORS `t lnrrrJ7/f Eso wEsr MARKET SIRE l\` S R. Lpr9r% GRAIL, PA 17030-0370 Z'y .y\GEN.',': SERIES 183 .ALUMINUM SINGLE HUNG WINDOW #• p 5 #- 52"X84" NON IUP:ACT tYFLANGEEINSTALLATIONDETAILSWITHOUTTFILLERS VERTICAL CROSS SECTION O• TAT OP ru CONCRETE/MASONRYINSTALLATION "'," N r"' ,0. i`r J' FS+..ORf Q'•(j` v;nG; rJT5 12,109!lA 08 0256GOF 14 A 01IA 1`\\ 2 VI I 3,/ 4 ,: LEI_ IANCEOpZ J E 1 A; C-; R----------- TtEkHA tuts SPACA E"Vi A T FIIFR 101 OF, j INTERIOR EXTERIOR EXTERIOR III II ji L A 0Efl: 3 APPR, I A,CPIRA: U A, 'K -k ROD SEA: 'AZ[ x AF IRIIAII.. I", A' N T I ;',I I BArXE i j A; A 0 2", FliCK, 13) ( 1[i META STIIUCIUP B07PER- 1 VERTICAL CROSS SECTION WOOD FRAMING OR2X 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 ASTME2112 INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 9 F I IN A DED 01: u STF: K. TUP'Ai_ 1/4" MAX. 51 IIM SPACE 11 4" tflrl. (v1A'X. J I MIN INTERIOR D TAIN- 1 ............ ff 10 W00.-, 5 CA' VVO' 0 D FF ZUJIN( / 11 OF 2)( 3 4 EXTERIOR BY OTNIFiRS P A f", I E P R0 Q R ] P k 1 & Af RUVED JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I E L I,/,I" mitx. PIPE. SHIM 5PACE F,,, 44, ki 110 ,t I J INTERIOR ILI` EiNS EXTERIOR MCID DA" I"LP RCD t,ppRoVFD EALAN;T JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 D DOORS M6,50IWINDOWSAKENWESIMART RLFT SI LtiE GIRAIZ, PA1,'030-0370 Ivs,,.,p SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON IMPACT T, REEI FLANGEINSTALLATIONDETAILSWITHLLsOFtrA rqv 546 A 0 NA Alr IATS 12/09/14 11K"7 OF 14 2 1 9 MINI. I I .: -i;h F. PY O - F[: 1 ° la n FilJNA 1x k.a; — PAIN. 5-c FIN II IvI A :. I :,KI HII I ::PA•'. r`r Rr RFD SEA u RlrlJ J Ji 1L-Eli CON . 1 1 EXTERIOR INTERIOR f— LtJ: 11 SIL.I.. TO BF: S IPJ :A :KD Oc 8AC:KFR POD P..r,..D APPR J -) r° SEgL ,:^JT P % STRU: TURAT, SEA E I3p{I?.p SPACE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION F M ,EDMEt= T COW'RE: U ,.;NR OTHERS 3 1 _ TAPr,,;ON 1/2" WIN,, FDGF DISTANCE V P EXTERIOR BACKERC.. F ROD RIGID .... APPPONED TILLEh SE:.4.AN' JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION USCRIPTiOW PATE r V C.r. Ary, I. ,R :>rn; Ir r z 'I Ar s i D71/11/21016. r. r.. L` IO IA. IX i t-"K I Ii ., I I_r I I/'•? Md. i-- INTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY: 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 M65CVINDOV'r WEST MARI<E1 S RE 1J R1IILlo 1'// GRATZ, PA 17030-0370 GENq SERIES 185 ALUMINUM 'SINGLE HUNG WINDOW cI 5 52" C0 NON —IMPACT 1 5FFLANGEINSTALLATIONDETAILSWITHFILLERjop,• TAT OF AOP? 0258GOFNn'. PA/810NAL` \ NTS ""` 12%09/14 14 A: 4 FRAI lp BY BAC<ER ROD S-A ANj I C.F INTERIOR EXTERIOR Rlck-R WID t"c' APPRUVET.'. A-=NT ROOD FFAWNG Oils llx U`J("'I< BY (IHEP'S ki'T'N BY APPI10% ' LD SE11%1AN'T. EXTERIOR SIL: TO BE ',--.:ET IN A BID of AP71l','(.' ED 7RUi,—, VURAL BACNER 1/ 4" thAN, & APPROV SHWI SPACE SEAL4, 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 VET S T.,-, U C T U BY 01HE EDG Dq' iAr ICE I /d " MAX. S1111A SPACE of' SELF DIRRIUM", S C R Eli INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION Sr i LI 0 E;l E A tBI 1) 0: R jc I RAI ' 1/4" MAX. SHIM SPACE 1 vll N DISIANCE 0 jel - 0 D R [ W ov "y' Buick BY OTHERS OFSCRIPTit'14 N-TE P,:-V:' 7'1,--[' AW1 0jR SrAr O0 liAPTS 7/11/2015 RI.., INTERIOR EXTERIOR v e. A" PROVEU SLAIANI JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I "A ' - , '1 1, ' X' r. 7 . ZTMZ , I r po " L INTERIOR SELF 7,RILIjIIf' r.) 0 E D s I A ` Jl I" E, A.......... . .... . .......... UA,",KLR ROD APPROVED ily S EA: A N JAMB INS TALLA TION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650 I WINDOWMARKET SANDDREVTOORSWEST SI c \ j 9 - L0 GRATZ, PA 17030- 0370 G E N SERIES 185 ALUMINUM SINGLE HUNG, W114DOW o 52"X84 NON - I; PACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS m/ IV I" N. G. 08-0,2546 A Ad IONAI- El')"T' 12/0.V14 9 OF 14 NTS I Illm by vt 1ICNAL 1'h h i: — I !,';KIT f..iD p Rub'FG 2 ':/2' tliN. a-. ---- I" MAX. sHIt.1 sC'i.:_ lI i ILL TO FEE _ A 'AEI OF AF CT t,_ STPULALIIfA' i CFTI()fI 17 F r 1 MAX, III L: 1. VERTICAL CROSS SECTION CONCRETElMASONRY INSTALLATION 1 1 11' mtt; E Ml_ F DIM EN 1r AIC,CN 1; ll 71 I:+ urc FEvslora::: ` GE.SC.RIPTilll G%,TF hPG^ti4[D P RFD- Idr I .,;R Sr ,JW0 & GI AG ." 7,- 1 1 /2r 161 P 1... SFF NOT..NOTIES 3 c' SlIlF/ _PACE: INTERIOR EXTERIOR L ,-",,C FR ROD, API,RU:-Ea 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.- 0711212016 MI tviNDOWS AND DOORS III/o, 650 WEST MARKET S(RE GRATZ, PA 17030-03,701 5 SERIES ids ALUMINUM SINGLE HUNG WINDOW 0 5 h 52"X84" NON IMPACT cr:Ltl FINLESS INSTALLATION DETAILS WITHOUT FILLER a _= S TAT OF ru N: n• LDii1C1P ass/0NAl..1 N.G A08 . r: suea r oars. NITS 12/09!1d 10 0:= 14• 4 o oc. ILLLP INTERIOR EXTERIOR M- IA TRI( R! VE' r - ED NSIANCE II ',PACE EXTERIOR fr N A LLD 0 1: APD. S T R I C R A I NT POF s: ACE R-l"IT r x ' i BY EOT[iJ, A FTAL 5 RUCT TF IURE BY OTHER5. VERTICAL CROSS SECTION WOOD FRAMING OR2X 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 DRILILIN,,, INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SIT , 0 F-- SET N A LFL! JI APPR)VFD SIRUG-1: [ Y A: LALAN 1 114" MAX. SH4A SPACE P 51` AING , ,FART:, ?)7/1 1/20 16 I MAX, L.!-,l D EDM E N A..... . ..... INTERIOR Sr, J EXTERIOR r j3Ul,", KBY A! 2- 4, 1T RLLEF JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION T A; - STRUCTURF tosms c; r. INTERIOR ELF 7- 114' rl D! I A, 1 C; L* EXTERIOR RIGID UA' -ER i - .1 FlA.-& AP ROVF EA1-ANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI VVINDOWSARAND DOORS 6, 50 WEST MKET RETol SI E Jv'9. GRATZ, PA 1,1030-0370SERIES185ALUWNUW, SINGLE HUNG WINDOW 0 5 52"X84" NON-IMPACI 70- F--," FINLESS INSTALLATION DETAILS WITH FILLERSAfIll. G. 08-02546 A x NTS, 12/09/14 11 OF 14 BY n7H -C Cf 'I C)NN I '' B L N"IL" 3 ll IF I: P?, Ot FF;' MIN, DIST AI GE 14" MIN. LVBLDM: AX, HIM o/ I OL SET BED RACKFR POD VET" Rt SEAL11 ANh. TtWIAl SPIA- F 4 A 4 VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION j I q L % 4 P m " N DF. SUtPT;". DATF (YFfl R, C; IIQIHA%. IX Fk;,-IK F- h s S11 It : I INTERIOR EXTERIOR B"," C/ER ROD 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 MI WINDOWS AND DOORS 650 WEST MARKET SIREF! GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON IMPACT FINLESS INSTALLATION DETAILS WITH FILLER N. G. 0p-02SA6 NTS 12/09/14 12 OF 14 SIGNED: 0711212016 D 1t; trill ECG DID: (AIJ EXTI c T"IN F,P,,E TAI'I F, vo.;ir, VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1 BY OTPFP 14' MAX HIFd P:sr;.-, YV'JOD Y oTL-PS I P MING kr D.ADEDtdEPlT ii IR NOOD I<_ a: 7j 1, t,!IN Erar: 11TAl,lce __' REV 11: rAl A14,11 .,R rl , f<.:> INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI VVINDOWS AND DOORS 650 WEST MARKET STREET GRAIL, PA 1%030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON IMPACT FIN INSTALLATION DETAILS N. G. 05- 12511, 7'' NTS 12%09J14 'v 13 OF 14 SIGNED: 0711212016 P, t LrOYj/i TAT OF W A, k A i NNAL1 2 3/161" 2 31 15 FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS --.... - FRAME HEAD CM-18501 CM-18503 CM-18553 ALUMINUM 6063-T5.050" THICK ALUMINUM 6063-T5 .050"THICK ALUMINUM 6063- T5.050" THICK 2 5/1 G 4 FLANGE FRAME SILL FINLESS FRAME SILL CM- 18502 CM- 18554 FIN FRAME SILL ALUMINUM 6063-T5.055" THICK ALUMINUM 6063- T5.055" THICK LOCK RAIUSTILE cm-i66 ALUMINUM 6063-T5.062" THICK GLAZING BEAD V46- 11 -.1 RIGID PVC.060" THICK 1 1 7 / 16' 2 5/1 f, SASH BOTTOM RAIL ALUMINUM 6063- T5.050" THICK If GLAZING BEAD V- 185 RIGID PVC .050'THICK ALUMINUM 6063-T5.055" THICK 2 MEETING PAIL CM-18504 ALUMINUM 6063-T5.055" THICK T—SASH STILE ALUMINUM 6063-T5.050"THICK REV.IVYIS RF" or SUIPTION PENTSEr, ArirlIOR Ff- CI IAP, 1)7 /1 1/2,01 Cl R.A.. 2. 3/16" FINLESS FRAME JAMB CM- 18513 03" ALUMINUM 6063-T5.050" THICK 1/8' JV\34. 1/8" ANN. tDU I I EXTERIOR INTERIOR IL FF/,.I,AN 5,16" j J GLAZING DETAIL A FIN FRAME HEAD CM- 18508 1 E." ANN. ALUMINUM 6063-T5.050" THICK 2 .1/8' EXTERIOR INTERIOR ONE21 (3 IT51/,9'* DITE SE,%LAN I FIN FRAME JAMB 31OCK GLAZING DETAIL B ALUMINUM 6063-T5 .050" THICK MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030--0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON IMPACT COMPONENTS I.G. 08-02546 NTS 12/09/14 1414Or SIGNED: 0711212016 Florida Building Code Online Page 1 of 3 BCIS Home ! Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search ' bIbd r ak Product Approval USER: Public Useriw"- Product Approval Menu > Product or Application Search > Application List > Application Detail t 4 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 0 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 Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 11/18/2016 Date Validated 11/18/2016 Date Pending FBC Approval Date Approved 12/01/2016 Year 2008 2008 http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQNA,tDgtH8572gvdWIan... 9/7/2017 Florida Building Code Online Page 2 of 3 mary of Products FL # I 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 1278df 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_pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.pdf 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 FL1S349 R8 C CAC APC 15350.pdf 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 08-02949.1)df Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783_pdf Created by Independent Third Party: Yes 115349.3 1165 PW Impact 172 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.pdf 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.pdf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Safex 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 513782.1)df 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.pdf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 8273.pdf 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.pdf 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 512278B.pdf Created by Independent Third Party: Yes 115349.5 1 185 PW Impact 196 x 60 Insulated Laminated Glass I Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.ndf Approvedfor.use outside HVHZ: Yes Quality Assurance -Contract Expiration. Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-1-055, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.pdf 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 F115349 R8 AE 512277B.pdf Created by Independent Third Party: Yes 115349.6 1 185 PW Impact 173 x 61 Insulated Laminated Glass I Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8._C CAC APC._12136..pdf 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-1-055, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947.pdf http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQ,ArtDgtH8572gvdWlan... 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 513781.1)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 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 =FIPM `FI Safe ci at} Ica. http://www.floridabuildino,.org/pr/pr_app_dtl.aspx?param=wGEVXQ A tDgtH8572gvdWlan... 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. S. 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 15 REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14, FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS 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 FL.L0 oWw. MADK ET J`sI GRATZ, PA 17030 v,•v GENS- 0 61SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON -IMPACT a` NOTES A ; TAT OF pFS; :cC OR1 P G` DRAWN: DWG N0. REV 08 B i/ s ANAL" \\\\ Luis R. Lomas P.E. FL No.: 62514 502357GALEDATENTS09/03/14 1 OF 12 L. ROBERTOLOMASP.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe.com 72 1/2" MAX FRAME WIDTH - REVISIONS REV DESCRIPTION DATE APPROVED 6" MAX - I --I 18" MAX O.C. -I 6" MAX NOTES: A REVISED INSTALLATION DETAILS 06/01/15 R.L. 1. MAXIMUMD.L.O.: 693/4"X68314" B REVISED NAME AND ADDRESS 10/27/16 R.L. I j CHART#1 18 Number of anchors required (Without rigid fillers) MAX Q.C. Frame Frame width (in) Height 24.00 1 30.00 36.00 1 42.00 1 48.00 54.00 60.00 66-00 72.50 lin) HAS amb HAS amb Hd5 amb HSS amb HAS Jamb HAS Jamb H85 Jamb Hd5 Jamb HAS arnb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 71 1/2" 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 MAX 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 FRAME 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3HEIGHT00 00 54.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5 66.00 2 4 2 4 3 5 3 5 3 6 4 6 1 5 6 6 6 7 6 71.60 2 5 2 5 3 5 3 6 3 6 4 7 1 5 7 6 7 7 7 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & #2 FOR NUMBER OF EXTERIOR VIEW CHART#2 ANCHORS REQUIRED Number of anchors required (with rigid fillers) 72 1/2" MAX FRAME WIDTH Frame Frame width (in) 6" MAX -- 18" MAX O.C. Height 24.00 30.00 36.00 4200. 48.00 54.00 1 60.00 66.00 72.50 I 6" MAX in) HAS Jamb HAS Ja.bI HAS Pamb HAS Jamb HAS Jamb HAS Jambl HAS P..b HSS P.mbI HSS amb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 1 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 6" 36.00 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 323233333334343435 48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 00 54.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 71 1/2" 18' 66.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 MAX MAX O.C. 71.50 2 5 2 5 3 5 3 5 3 5 4 5 4 5 4 5 5 5 SEE SHEETS 4-7 FOR INSTALLATION DETAILS HEIGHT REFER TO CHARTS -' SERIES 185 ALUMINUM FIXED DESIGNER Wh 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE DATING 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 DRAWN: DWG NO. J.L. 08-02357 SCALE NTS DATE 09/03/14 1 sHEET2 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 dlomas@Idomaspe.com SIGNED: 1111512016 R I + L Off,//i A TTAttT1rE O F ,•, w O•. PREVOR ; •GIN • B iIS/0W.1E Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH = 6" MAX —r 18" MAX O.C. I 6" MAX 1 18" j MAX O.C. I 71 1/2" MAX FRAME HEIGHT 00 REFER TO CHART #3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — I 181" MAX O.C. — 6" MAX 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT jI REFER TO CHART #3 ---- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 3/4"X 68 3/4" REVISIONS DESCRIPTION DATE APPROVED 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) Frame Frame width (in) Height 24.00 1 30.00 36.00 42.00 48.00 54.00 60.00 66.00 72.50 in) HAS amb HAS amb Jamb HAS amb HAS Jamb HAS Jamb HAS amb HAS Jamb 24.00 3 3 3 3 3 4 3 4 3 5 3 5 3 6 3 30.00 3 3 3 3 3J46 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 5 3 5 3 6 3 42.00 3 4 3 4 4 4 5 4 5 4 6 4 48.00 3 4 3 4 E36 4 4 5 4 5 4 6 4 54.00 3 4 3 4 4 4 5 4 5 4 6 4 60.00 3 5 3 5 5 5 5 5 5 5 6 5 SCOO 3 5 3 5 5 5 5 5 5 5 6 5 71.50 3 6 3 6 6 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 & CHART DRAWN: DWG NO. J.L. 08-02357 SCALE NTS DATE 09/03/14 1SHEET OF 12 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NO 27023 434-688-0609 rllomas@Irlomaspe.com SIGNED: 1111512016 D ENs 9 r o, 6tsy ry 0' TTAC(T E OF0. RB Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. METAL EMBEDMENT STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE BACKER ROD APPROVED SEALANT 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. J SHIM SPACE 1 1 / MIN EMBEDD M E N T 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 1/2" MIN. EDGE DISTANCE I A- INTERIOR 10 WOOD I SCREW f WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION EXTERIOR BACKER ROD APPROVED SEALANT META STRUCTUR BY OTHER 3/4" MIN EDGE DISTANCE 1/4" MAX. r SHIM SPACE 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. SHIM SPACE 3/4" MIIN EDGE DISTANCE INTERIOR 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR 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 1 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 AS TM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC R I COMADKST.\\\, GRATZ, PA 17030 ET \, G E N SERIES 185 ALUMINUM FIXED WINDOW Ott• i + *= 73" X 72" NON -IMPACT 05 FINLESS INSTALLATION DETAILS WITHOUT FILLERS y0 , TA7 OFSE ; -, DRAWN: DWG NO. REV p C pR1 A• C`\' J.L. 08-OZ357 8/7SSA'•' CMG 10\X\\ SCALE NITS DATE 09/03/14 SNE' 4 OF 1 2 A11NA L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. FL NO.: 62514434-688-0609 rIIo S@Irlomaspe.cem REVISIONS ` 2 1/2" MIN. REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 4 4. 1 1/4° MIN. d ° 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENTSEENOTES3 - 7 SHEET 1 v CONCRETE/MASONRY BACKER ROD J 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK° SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD p APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SEE NOTE 3 - 7 SHIM SPACE MIN. EDGE v SHEET 1 DISTANCE o° EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS APPROVED a 411 MIN. SEALANT EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC w1111111;, 650 W. MARKET ST. GRATZ, PA 17030 s P, L0 w•XGENSC4 i% SERIES 185 ALUMINUM FIXED WINDOWNOTES: 0 6251 *= I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, FOR 73" X 72" NON -IMPACT NOT SHOWN CLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS STATE OFt,' 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE C) `= DESIGNED INACCORDANCE WITHASTME2112 DRAWN: DWC No. REv 5/xN .COR1 D8 7 B GALE NTS DATE 09/03/14 SDCJ SHEETOF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RO LEWISVILLE, NC 27023 LUIS R. Lomas P.E. FL No.: 62514 434-688-0609 rllo—CaNdomaspe.com 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 1h 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 BY OTHERS EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE T RIGID FILLER 1/2" MIN. EDGE DISTANCE I INTERIOR 10 WOOD 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 BACKER ROD APPROVED SEALANT META STRUCTUR BY OTHER 3/4" MIN EDGE DISTANCE 1/4" MAX. 9 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. SHIM SPACE RIGID FILLER 3/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR — SELF DRILLING SCREWS METAL EXTERIOR 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 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN: DWG NO. REV J.L. 08-02357 B SCALE NTS DATE 09/03/14 SHEET OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomapirl—spe— SIGNED: 1111512016 R I IL10 i,/. ter, •\C E No qLP 5ci I 19TATE OF oFS Z O R1 P 0NA ` 1 Luis R. Lomas P.E. FL No.: 62514 REVISIONS ' REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a.. 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1 X BUCK EMBEDMENT SEE NOTES 3 - 7 SHEET 1 CONCRETASONRY BACKER ROD 1 4 MAX. BYMOTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 - 7 RIGID FILLER SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT MAX. 2 OPTIONAL 1X BUCK SHIM SPACEHIM IN. SEE NOTE 3 - 7 EDGE°iffl SHEET 1 DISTANCE v EXTERIOR CONCRETE/ MASONRY L 1 BACKER ROD BY OTHERS a • 1 1/4" MIN. SEALANT APPROVED EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS DOORS, LLC650 W. MARKET 9p y GRATZ, PA 17030 GENs tk• 51 * = SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON -IMPACT 0 FINLESS INSTALLATION DETAILS WITH RIGID FILLERS' STATE 0 0 . F j R1Op,G`\\\ DRAWN: DWG NO. REV OS B NAI 1\\\ LUIS R. LOTOS P.E. GALE DATE SOEE3S7 NTS09/03/14 7 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL NO.: 62514 434-688-0609 rllomas@Irlomaspe. m 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 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE 1 WOOD FRAMING 1 1/ 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 F SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIORI 10 WOOD 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 EXTERIOR 3/4" MIN ^ r 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE AAt_ F 1/4" MAX. SHIM SPACE METAL STRUCTUREBYOTHERS 3/4" MIN EDGE DISTANCE T VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE 3/4' MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS M ETAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE I PPROVED 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, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 DOORS, LLC I0MIWINDOWWMADKET vGRATZ, PA 17030 XGENS qLp ttt• Oy6726 = SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT r(czpt` FLANGE INSTALLATION DETAILS WITHOUT FILLERS 6TATE OF a' ' CpR10P• `' DRAWN: DWG N0. REV j 7SS 0NA11FaG\\ 08BLuis R. Lomas P.E. FL No.: 62514 GALE NTS "ATE 09/03/14 s02357 OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 688-0609 rlfomRsCalrlomaspe.com REVISIONS ' 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 R.L. CONCRETE/MASONRY BY OTHERS: a e 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 J CONCRETE/MASONRY o BACKER ROD & J 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON a' EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" MIN. SEE NOTE 3 — 7 SHIM SPACE EDGE a ° SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS 1 1/4" MIN. ED SEALANTAPPROBEHIND a a EMBEDMENT FLANGE JAMB INSTALLATION DETAIL a o- • CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION 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: 1111512016 DOORS, lLCMIWINDsoWw. IIL/041MARKETSST.\\\J\S R. GRATZ, PA 17030 GENS 0y6y °•.fir= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT YsfFLANGEINSTALLATIONDETAILSWITHOUTFILLERSy0 ; TAT OF tjt DRAWN: DWG NO. REV J.L. 08-02357 B/ASS/ 11NfIII0. Luis R. Lomas P.E. FL No.: 62514 SCALE NTS DATE 09/03/14 ""'T9 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@lrlomaspe.com 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" MINF EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN EMBEDMENT 1/2 MI EDGE DISTANC 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE II r RIGID FILLER EXTERIOR 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 EXTERIOR INTERIOR 1/4" MAX. SHIM SPACE CID FILLER 10 SMS OR LF DRILLING REW REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. F SHIM SPACEpl NOTES: METAL 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MIN 1 EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. / INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 DOORS, LLCMIWINDOWW 9 IiIo9,// MADK ET GRATZ, PA 17030 ST.`\\`s 4••GENSF.s 051SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS STATE OF 0. w i'FS 'Z OR10P ;$t l\- DRAWN: DWG NO- REV 08 E357 B50EDATENTS09/03/14 10 OF 12 Luis R. Lomas P.E. FL No.: 62514 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@lrlomaspe.com REVISIONS ' 2 1/2" MIN. REV A DESCRIPTION REVISED INSTALLATION DETAILS DATE 06/01/15 APPROVED R.L. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a 4.° 1 1/4" MIN. a ^. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK a EMBEDMENT SEE NOTES 3 — 7 SHEET 1 v CONCRETE/MASONRY BACKER ROD & 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON a EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT RIGID FILLER BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" MIN. SEE NOTE 3 — 7 SHIM SPACE EDGE a . SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY J BACKER ROD & BY OTHERS a. 1/4" MIN. APPROVED SEALANT 41 a 4 e. ° 1 EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL I n CONCRETE/MASONRY INSTALLATION Q. 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION 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 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 WITH RIGID FILLERS DRAWN: DWG NO. I REV J.L. 08-02357 B SCALE NTS I DATE 09/03/14 1SHEET 11 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe.wm SIGNED: 1111512016 5 1R I I` OMY% w•XGENS iP! TAT OFO Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV DESCRIPTION A REVISED INSTALLATION DETAILS DATE 06/01/15 APPROVED R.L. APPROVED B REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS gitiltl ti11 1/4" MAX. SHIM SPACE 1/4" MAX 3/8" MIN WOOD FRAMING ,IBYOTHERS SHIM SPACE EDGE DISTANCE 6 WOOD SCREW INTERIOR INTERIOR 1/4" MAX SHIM SPACE 3/8" MIN I EDGE DISTANCE 6 WOOD WOOD SCREW FRAMING APPROVED 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT V U APPROVED SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL 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 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. 08-02357 SCALE NTS DATE 09/03/14 1 SHEET 12 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688_0609 rllomasL7alrlomaspe.mm SIGNED: 1111512016 R iLlo ENXr,Y*. 1 0,12,5ci '. STTAffT rrE OF F` REV '`E`•:OR1 P. ` B /7;sS/ONAl.1E?G\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 BCIS Home Log In User Registration i Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff s BCIS Site Map Links I Search i E»lrrud _ Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail r .x FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived z 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 I 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. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.odf 1710.5.3 Method 2 Option B http://w-vNTw.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH8 5 72gvdWI 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 # I Model, Number or Name Description 15353.1 15764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01448A.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 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.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 512063A_pdf 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.pdf 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 i 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01440A.pdf 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.pdf 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.odf length - 83". Created by Independent Third Party: Yes 115353.6 1 CM-18520 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 iI 08-01451A.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 FLi5353 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 II 08-01452A.pdf 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_df512076A.p span - 104-1/4". Created by Independent Third Party: Yes 1 15353.8 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.pdf Verified By: Luis R Lomas, PE PE-62514 http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWI 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.odf 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.pdf 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.pdf 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.pdf 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.pdf 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.pdf 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.pdf 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 Florida is an AkEEO employer. Cooyrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: W® K_VIr E1 , Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdW1 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=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS 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 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 2 CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: DWG NO. V.L. 08-01 439 SCALE NTS DATE 01 /1 1 /1 2 1 SHEET 1 OF 3 SIGNED: 0611112015 9 I IL E N T' . 9s TATE OF REV O FiS' A REVISIONS . T 107 3/8 107 3B107 3/8' REV DESCRIPTION DATE APPROVEDOMBINED WIDTHF - COMBINED WIDTHF - COMBINED WIDTH w1 w2 W1 W2 W1 Wz A REVISED INSTALLATION DETAILS 06/10/15 R.L. I r - -I - - - 83 83" Z // 83" Z FRAMEFRAMEWINDOWFRAMEWINDOWWINDOW HEIGHT WINDOW WINDOW HEIGHT WINDOW HEIGHT MULLION ( MULLION (MULLION SPA SPA I // SPAN)Ld 107 3/8" COMBINED WIDTH W1 [- W2 83" l / f WINDOW l FRAME HEIGHT WINDOK WINDO MULLION SPAN) IF- W1W2 - 107 3/8" COMBINED WIDTH Design pre rating P Mullion span ( in) Tributary width (in) 36. 00 42.00 18.13P3. 48. 00 52.13 25. 00 130.0 130.0 130.0 130.0 130.0 37. 38 130.0 127.2 127.0 127. 0 127.0 49. 63 120.7 77.9 73.8 72.1 72.0 62. 00 71.0 39.7 35.9 33.4 32.3 65. 63 59.6 33.0 29.6 27.4 26.3 72. 00 44.9 24.4 21.8 19.9 19.0 84. 00 28.1 15.0 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 WIDTH F_ W1 - W2 83" l WINDOW FRAME HEIGHT WINDOW / WINDOW MULLION SPAN) d L IF- W2- W1L7COMBINED1073/8" WIDTH FF HE ML SF i in COMBINED WIDTH W1 IY WINDOWAME fWINDOW IGHTWINDOWyN ALN) W1 L W2 - 107 3/8" APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107318"AS SHOWN HEREIN. Design pressure rating (pst) With rehar option Mullion span ( in) Tributary 18. 13 25.50 width ( in) 36. 00 142.00 48.00 52.13 25. 00 130.0 130.0 130.0 130.0 130.0 130.0 37. 38 130,0 130.0 127.2 127.0 127.0 127.0 49. 63 120.7 94.3 77.9 73.8 72.1 72.0 62. 00 92.4 70.0 53.3 48.1 44.8 43.4 65. 63 80.0 58.6 44.2 39.7 36.7 35.3 72. 00 60.3 43.9 32.8 29.2 26.7 25.5 84. 00 1 37.7 1 27.3 2D.1 17.7 16.0 15.1 LARGEAND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 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 NTS DATE 01 / 1 1 / 12 1 SHEET 2 OF 3 SIGNED: 0611112015 0 - 1// E N 0, 4 57( ATTTOF i/;/ S'dNA fir--- I II I I IJIIu Ii 2 1/2" MIN EDGE DISTANCE MASONRY/ CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT 1/ 4" TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW I I I i I I I I 1 3/8" MIN. EMBEDMENT WOOD FRAMING/ 1/ 2" MIN. 2X BUCK EDGE L BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/ CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 1 0. 643" 3. 261' 1. 375' 3. 250" 4. 000" REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L. 3. 750" 1. 000" 0.375" 0. 422" 2. 032" 2.875" 0. 843" SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK 2X 00.210" MT000022 CLIP 16GA (. 063) GALVANIZED STEEL 3. 750" 2. 189" — 1. 0 0" 0.375" I-- 2.140" —I 1. 125" O. SL43 i- 2x 00.210" I 1.562" SECT5764 MULLION ALUMINUM 6005-T5.125" THICK T 1. 562" f- 0 688" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5 .125" THICK 1. 531 " SIGNED: 0611112015 MI WINDOWS AND DOORS 1111111I/I7 RF- 185-2 REBAR 16 GA (062) GALVANIZED STEEL 650 WEST MARKET STREET s R' L 0417i i E 1wGRATZ, PA 17030-0370 G NSF?J+ 5764 — VERTICAL MULLION k'/r'(,''0, 6125 *= 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS r , TAT dF DRAWN: DWG 110. REV S'cC0R10p;: Gv OS A 7S 0IE\ NALSCALENTSonrE01/11/12 SO"E 390F 3 Florida Building Code Online Page 1 of 3 KKS;'ire?"`:Jwa a'k:k`s`t'.'a,n.:a::..,.•$'r'.sw.Hw....:::.w::=f ,fi. i YIi,Y,k..a d''m mri"" RwR ' ` eP" BCIS Home i Log In User Registration Hot Topics E Submit Surcharge Stats & Facts Publications ; FBC Staff i BCIS Site Map Links Search { p a . Product Approval USER: Public Userb Product Approval Menu > Product or Aoolication Search > Application List > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 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 R 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 Equiv ASTM C1186 Equivalency Sioned.pdf http://www.floridabuildino,.org/pr/pr app dtl.aspx?param=wGEVXQwtDqvRk6bs-,7Z66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name 13223.1 Cempanel Siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use inside a HVHZ install in accordance with NOA 15-0122.04 Description fiber -cement panel siding Installation Instructions FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER R50-22578=15 Panel to Furring.odf 1322FL3 R3 II Install Cemnanel Sidino.odf FL13223 R3 II NOA 15-0122.04.Ddf Verified By: Intertek Testing Services NA Ltd. 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_gdf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13223.2 Hardie 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.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrin .pdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install HardiePanel Sidino.DdfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf 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-25788-15_Panel to Furring_pdf 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 Furrino.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel Siding.odfImpactResistant: 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.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.Ddf FL13223 R3 AE NOA 15-0122.04.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 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 Aplprowal Accepts: RE M2 http://www. floridabuilding. org/pr/pr_app_dtl. aspa?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 CPS Card Af http://-,A,ww.floridabuildino,.org/pr/Pr app dtl.aspx?param=wGEVXQNATtDqvRk6bsvZ66FC... 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: 0 GA 24121-- RONALD 1. OGAWA & ASSOCIATES, INC. , r 16835 ALGONQUIN STREET #443' STA7E HUNTINGTON BEAC;IH, CA 92649 ss` fir Ftl714-292-2602 3p), '• 714-847-4595 FAX RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714=&47-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel@ Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel@@ Siding, CempanelS Siding, Prevail"'' Panel Skiing EVALUATION SCOPE: ASCE 7-10 2014 Florida Buiiding:Code 2012 International Building Code® 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)sidingfastened to wood, or metalframing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (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 nail. 3.. Ramtech LaboratoriesReport. IC-1 (ASTME330) Transverse toad Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches orr'center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475,(ASTM E330) Transverse Load Test, 5116" 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 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 46 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. I0-1055-89 {ASTM E330) Transverse Load Test, 114"'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..Ramtech Laboratories, Report 11149-9811554d (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 0.160 in, knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273- 94 (ASTM E72) Racking Shear Test, 5116"Thick by 48 inch wide HardiePanef Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d, common galvanized nail 9. Ramtach Laboratories Report IC-1274- 94 (ASTM E72) Racking Shear Test, 5116" 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 nail 10. Ramtech Laboratories, Inc, Report 10868- 97/1475 (ASTM E72) Racking Shear Test, 5!v16" 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 14. Ramtech Laboratories Report iC-1057- 89 (ASTM E72)Racking Shear Test, 5/16"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.11284-9911. 580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4,Hem-FirwoDd 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 0lthi 1tf`f;,17* 2412 tSzTAiEF 4 NE j7rrelitlltl3t1i1141' JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 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-2556-1'5 Fastener Spacing tin ) 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 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0,3125 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 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 10868-9711475 Ramtech 0.3125 48 2X4 wood, SG a'0.36 16 4 8 4d, 0.091 in. shank X 0.225 in; 90 30.0 HD X 1_5 in: long ring shank nail Mtn. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323:in I0-1054-89 Ramtech 0. 25 48 1.375 in metal stud 16 6 6 head diameter ribbed. bugle 169.9 56.6 head screw Min. No 8 X 1 in. long X 0.323 in. IC-1055-89 Ramtech 0. 25 48 Min. N..20 gauge X 3.625 in. X o.375 24 6 6head diameter ribbed bugle 91.9 30.6 1 in metal stud. head screw h4in. No. 20 gauge X 3,625 in X ET&F 0. 100 in. knurled shank X 11149.9811554d Ramtech 0:3125 48 1.375 in metal stud 24 4 8 1:5 in. long X 025 in..head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11149 98/1554d Ramtech 0. 3125 48 1.375 16 4 8 1.5 in, long X 0.25 in, head 101 33.7 in metal stud diameter pinfastener1.. Allowable Load 15 the Ultimate Load divided by a' Factor of- safety `of 3.. 2..HardiePanei Siding complies. with ASTM C1186, Standard Specification for;Grade 11,.. Type A Non-asbesios Fiber-CernentFlat Sheets. Table 1b, Shear Values Allowable Loads in.Pounds -Per Lineal Foot for Panel Shear Walls 1 z Fastener Spacing in.) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load" Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports- Fastener Type pit) off) IC-1273-94 Ramtech 0. 3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0. 3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0. 3125 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 97/1A75 Ramtech 0. 3125 43 2X4 wood, SG ? 0.36 16 4 8 4d; 0,091 in. shank X 0.225 in. 595.4 198.5 HD X 1,5 in. long ring shank nail Min. No 8 X 1 in, long X 0.323 in C-1057-89 Ramtech 0. 25 48 Min. No. 20 gauge X 3.625 in. X 16624 5 6 head diameter ribbed bugle 990.0 123.8 1.375 in metal studheadscrewMinNo, 20 gauge X 3. 625 in. X ET&F 0.100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 16 4 8 1.5 in. long X 0.25 in, head 1227,0 153A 1.375 in metal stud diameter pin fastener Min. No. 20, gauge X 3: 625 in. X 20 a ET&F 0.100'in. knurled shank X 11284-99,1530 Ramtech 0:3125 48 24 4 8 1.5 in. long X 0.25 in. head 1060.0 1325 metal stud diameter pin fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. ne maximum height -to -length ratio for construction in this Table is,2:1. titltttii ^11111111 3. in the steel framed assemblies the allowable load is based on average load at 1;8 inch net deflection. rft7+ zz r 24:12'"+. STATE 0 R1 ft tii llil 1 RONALD I. OGAWAASSOCIATES, 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@jarneshardie com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load, national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test toad. 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- 1 b Figure 26.5-1A, Figure 26.5-1 B, and Figure 26.5-.1C. Forthis analysis, to calculate the pressures in Tables 3, 4, and 5, the'load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominalloads using allowable stress design, load combinabon.7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure. Equation 1, qi 0.00256'K,`Kn'Kd"VZ Irk ASCE 7-10 equation 30.3-1) q, , velocity.pressure at.height z. K_ ; velocitypressure exposure coefficient evaluatedat height z Ka , topographic factor Kd , win directionality factor V , basic wind speed (3-second gust MPH) as determined from [2612 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, 8, or C Equation 2, V=V,11 (&L 201218C & 2014,FBC Section 1602.1 definition, i Va , ultimate design wind speeds (3-second gust MPH) determined from. 12012 IBC. 2014 FBC] Figures 1609A, 8„ or C; ASCE.7-10.Figures 26.5-1A, B, or C Equation 3, p=q,'(GCP GCp) {rat, ASCE 7-10 equation 30.6-1) 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,,'Kd'V'27(GCp GCp) Allowable Stress Design., ASCE7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.6W (ref. A;SG'F-. 7-1.0 section 2,4.1, load combination 7J D , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p— = 0.6"[pj Equation 7, p, d = 0.6'[0.00256'K,'Kx"Kd'V h2'(GCP GCO)I 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 for V,, Equation 8, V jt,_ (p.,VO.6'0.00256'K,-'K K'(GC -GC i))qs Applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBCJ Section 1609.1.1., to determine the allowable nominal design wind speed (Vasil) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V.tl = V. , (0.6)55 {ref. 2012 IBC & 2014 FBC Section 1609.3.1) V_, , Nominal design -wind speed (3-second-gust mph) freL 2012 IBC & 2014:FBC Section .1602.1j Table 2, Coefficients and Constants used in Determining V and p, Ki W allZone 5: Height ( ft) Exp B Exp C Exp D K. Kd GC GC., 0- 15 0.7 0,85 1.03 h560 1 0.85 1.4 0,18 20 0.7 0.9 1.08 1 0:85 1.4 0.18 25 0.7 0.94 1..12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0,85 1.4. 0.18 35 0,73 1,01 1.19 1 0.85 1.4 0.1-1 40 0.76 1.04 1,22 1 0.85 1A 0.18 45 0.785 1,065 1 1.245 1 0,85 1.4 0.18 50 0.81 1.09 1.27 1 O.B5 1.4 0.18. 55 0.83 1.11 1.29 1 0.85 1.4 0,18 60 0:85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 126 1.43 h>60 1 0.85 1 -1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-B47-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshard ie-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) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) B B B B B B B B B B B B B B 0-15 14.4 15.9 1.7:5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 1T5 19.1 20.8 24A 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 46.8 52.1 57.8 63.7 30 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 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 1 -19.0 20.7 22.6 1 -26.5 30.7 1 -35.3 40.1 1 -45.3 50.8 1 -56.6 62.7 1 -69.1 45 16.2 17.9 1 -19.6 21:4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 71:4 50 16.7 18.4 20.2 22.1 24.1 28.2 32.7 37.6 42:8 48.3 54.1 60.3. 66.8 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 1 . 1- 4:. 70.1-. 100 25.6 28.2 31.0 33.8 36:9 43.3 50.2 57.6 65.5 74.0 82.9 92.4 102.4. 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category C, Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 1,90 200 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 19.3 21,2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31-4 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 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80:9 89.2 35 20:8 23.0 25.2 2.7.6 30.0 35.2 40:8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 1 -23.7 26.0 28.4 30.9 36.3 42.D 48.3 54.9 62.0 1 -69.5 77.4 85.8 1 -94.6 45 22.0 24.2 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 38.0 44.1 50.6 57.6 65.0 72.9 812 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51-5 58.6 66-2 74.2 82.7 91.6 101.0 60 23.3 25.7 282 30.8 33.6 39.4 45.7 52.4 59.7 67.4 75.5 84.1 93.2 102.8 100 32.6 35.9 39.4. 43A 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 (C&C) Pressures (PSF) to be Resisted. at Various Wind Speeds - Wind Exposure Category D, Wind Speed (3-second gust) 1D0 105 110 115 120 130 140 150 160 170 180 190 200 21D Height (ft) D D D D D D D D D D D. D D D 0-15 21.2 23.4 25.7 28.1 30.6 35:9 41,6 47.8 54A 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 64.4 722 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0. 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 316 34-5 40A 46.9 53.8 61.3 69-2 77.5 86.4 95.7 105.5 35 24.5 271 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 1 -30.5 33.3 36.2 42.5 49.3 1 -56.6 64.4 1 -72.7 81.5 1 -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 92.7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9. 67.1 75.7 84.9 94.6 104.8 115:5 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 117A 60 2 .0 29.8 32.7 35. 3 6T 45.7 53.0 6 .8 9.2 7K1 8 .6 97:6 1 8.1 119.2 100 37.0 40.8 44.7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 20121BC, 2012 IRC and the 2014 Florida Building Code JL7 fif.t//f G 2412111--- • . gVtE fi ED 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 iii,'o@jameshard,le.com 1,\ i ti1111i0EitG tlJ/ I}tom/j7J2f// Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE.7.10 Chapter 30 C&C Part 1 and Part 3)e .11k 201218C. 2014 FBC 2012 IBC: 2014 FBC S 40 1 4 STATE OFF tQ Coefficients,used in Table 6'wlculations forY„„ Allowable, Ultimate Design Wind, Speed, A . v utt3-second gust mph) Allowable, Nominal Design Wind, Speed, vasL 3- second gust mph)h Applicable tomethods specified in [2012 IBC; 1602014. FBdeteSection inetl- Gy 12012 ]BC, 20"1 FBC] Figures 1609A- B. or C. Applicable;to methods specified. in Exceptions 1 through3 of [2012 ion 1609.1.1. Wind exposure categorAwind exposure category Siding Kc Product Product Thickness inches) 1Nidth inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heigh;'' feet)- B C D S C D Allowable Design Load PSF) Ezp6 EicpC Ezp- D ISa F(, GC, GCp HardiePanei(J 5/16 48 6d common 6 2X4 wood Hem - Fir 16 0- 15 186 168 153 144 130 1.18 49.7 0.7 0.85 1.03 h560 1 0.85 1.4 1 0.18 20 186 164 149 144 127 1.16 49:7 0.7 0.9 1.08 1 0,85 1..4 0.18 25 186 160 147 144 124 114 49.7 0.7• 0.94 1.12 1 0.85 1.4 0.16 30 186 157 144 144 121 11.2 49.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.85r1A 0,118 40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1 0.85 0.18 45 175 150 139 136 117 108 49.7 0.785 1.065 1.245 1 0.85 0.18 50. 172 149 138 134 115 107 49.7 0.81 1.09 1.27 1 0.85 0.18 55 170 147 137 132 114 106 49.7 0.83 1,11 1.29 1 0.85 0.18 60 168 146 136 130 113 105 a9.7 0.85 1.13 1.31 1 0.85. 0.18 100 139 124 116 108 96 90 497 0.99 1.26 1.43 h>60 1 0.85 0.18 HardiePanel® 5/16 48 6d common 4 2X4 wood Hem - Fir 16 0- 15 233 212 192 181 164 149. 78.7 0.7 0.85 1.03 h<_60 1 0.85 1,0181 20 233 206 188 161 159 146. 78.7 0.7 0:9 1.08 1 0.85 1.41 0,18 25 233 201 1 185 181 156 143 78.7 0.7 0.94 1.12 1 0.85 1-41 0,18 30 233 197 1 181 181 153 140 78.7 0.7 0.98 1A6 1 0.85 1.4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 035 1-4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.7 0,785 1.065 1:245 1 0.85 1.4 0.18 50 4 187 173 1 3 145 134 1 -78.7 1181 1 1.09 1.27 1 0.85 1.4 0.18 55 214 185 172 166 144 133 78.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 212 184 1, 71 164 142 132 78.7 0.85 1A3 1.31 1 0.85 1.4 0.18 100 175 155 146 136 120 113 783 0,99 1.26 1.43 h>60 1 10,85, 1.8 0.18 HardiePanela& 5116 48 6d common 6 2X4 wood Hem - Fir 24 0- 15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h560 1 0.85 1.4 0,18 20 6-7 130 119 32659 101 92 31.3 0.7 0:9 1.08 1 0.85 1.4 0.18 25 7 127 116 5 98 90 31.3 0.77 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.85 1.4 0.18 35 144 123 113 112 95 87 31.3 0.73 1,01 1.19 1 0.85 1.4 0.18 40 141 121 112 109 94 86 313 0.76 1.04 1-22 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31.3 0.785 1.065 1..245 1 0.85 1A 0.18 50 137 118 109 106 91 85 31.3 0.81 1..09 1.27 1 0.85 1:4 0.18 55 135 117 108 105 91 84 31.3 0.83 1.11 1.29 1 0.85 1.4 0.18 60 134 116 10B 103 90 83 31.3 0:85 1.13 1.31 1 0.85 1.4 0.18 100 ill 98 92 86 76 71 31.3 0.99 1.26VI.43h>60 1 0.85 1:8 0.18 5116 48 6d4 common- wood Hem -Fir 24 0- 15 182 165 150 141 128 116 47.7 0.7 0.85hS60 1 0.85 1A 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1 0,85 1.4 0.18 25 182 157 144 141 121 111 47.7 0.7 0.94 1 0.85. 1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 0.98 1 0.85 1.4 0,18.2X4 35 178 151 139 138 117 108 47.7 0.73 1.01 1 0.85 110.18HardiePanel 40 174 149 1381351161074770.76 1.04 1 0.85. 1.4 0.18 45 172 147 136 133 114 106 47.7 0.785 ti065 1.245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0:81 1.09, 1.27 1 0.85 1.4 0.1B 55 167 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 165 143 1 133 128 111 103 47.7 0.85 1.13 1.31 1 0.85 1.4 0.18 100 137 121 1 114 106 94 88 47.7 0.99 1.26 143 h>60 1 0.85 1.8 0.18 HardiePaneM 5/16 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 SGz0.36 16 0- 15 144 131 119 112 101 92 30.0 0.7 0.85 1:03 h560 1 0,85 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.85 1..4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1A2 1 0.85 1.4 0.:18 30 144 122 112 112 94 87 30.0 03 0.98 1.16 1 0.95 1.4 0.18 35 141 120 111 109 93 86 30.0 0.73 1.01 119 1 0.85 1.4 0.16 40 138 118 109 107 92 85 30.0 0.76 1,04 1.22 1 0.85 1.4 0..18 45 136 117 108 105 91 84 30.0 0.785 1.065 1.2451 1 0.85 1.4 0.18 50 134 116 107 IN 89 83 30.0 0:81 1.09 L27 1 0.85 1.4 0.18 55 132 114 106 103 89 82 30.0 0.83 1_11 1.29 1 0.85 1.4 0.18 SO 131 113 F 005 101 88 82 30.0 0.85 1.13 1.31 1 0.85 1.4 0.18 100 108 96 90 84 74 70 30.0 0.99 1.26 1 1.43 jh>60 1 1 10.85, 1.8 0.18 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 IS1tlfiAf7ftl17j77 0A4%, 20121BC, 2014 FBC 201.2 IBC, 2014 FBC Allowable, Ultimate Allowable, Nominal A Design Wind, Speed, Design Wind, Speed,,,4 V 4., 3-second gust mph) E.5' vas 3-second gust mph) v TATEt FF , 4 Applicable to methods%............! Applicable to methods i s-' ter specified in [2012 IBC specified in Exceptions 1 CfL+ 1, \ I7, 20142014 FBC] section through 3 of [201IBC, 112 ,. 114141111609.1.T. as detenninedb 12012 IBC 2014 FBC] 2014 FBC] section 11111 1 Figures 1609A, B, or C. 91609. 1.1.. Coefficients used in Table 6-calculations for V„„ Wind exposure category Wind exposure category siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing HeigbP B C D B C ID Design inches) inches) Type Spacing Type inches) feet) Load PSF PSFEz B PEx C pEx D PK . a Kd C'Co GC 0- 15 198 180 163 153 1.39 126 56.6 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 Min. No 8.. 20 198 175 159 153 135 123 56.6 0.7- 09 1.08 1 - 0.85 1.4 0.18 25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1A 0.18 1. in. long X Min. No. 30 198 167 1.54 153 130 119 56.6 0.7 0.98 1.16 1.4 0.18 0.323.in 20 gauge 35 194 165 152 150 128 118 56:6 0.73 1.0.1 1.19 headX3.625 40 190 162. 150 147 126 116 56.6 0.76 1.04 122 HardiePanel(D 114 46 diameter 6 in..X 16 45 187 161 148 145 124 115 56.6 0.785 1.065 1-245 E10, 1.4 0.18 ribbed1. 375 in 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1.4 0.18 bugleheadmetal55 182 157 146 141 122 113 56.6 0,83 1.11 129 1.4 1-1.410.18 0, 18 screw' 60 stud. 180 156 145 Y39 121 112 56:6 0:85 t13 1.31 100 149 132 124 115 102 96 55:6 0.99 1..26 1.43- h>60 1 0.85 1:8 0.18 0- 15 146 132. 120 113 102 93 30.6 0.7 0.85 1.03 h560 1 0,85 1-4 0.18 Min. No 8 20 146 128 117 113 99 91 30:6 0.7 0:9 1,08 1 0,85 1A 0.18 25 146 1,26 115 113 97 89 30.6 0.7 0.94 1.12 1 0.85 1.4 0.18 1 in. long X Min. No. 30 146 123 113 113 95 Ba 30.6 0.7 0.98 1.16 1 0.85 1.4 016 0.323 in 20 gauge 35 143 121 112 110 94 86 30.6 0.73 1.01 1.19 1 0.85 1.4 0.18 headX3.625 40 140 119 110 108 93 85 30.6 0.76 1.04 122 1 0,85 1.4 0.18 HardiePaneI0- 1/4 48 diameter 6 in.:X 24 45 137 1 118 109 106 91 85 30:6 10.785 t065 1.245 1 0:85 1.4 0.18 ribbed1.375 in 50 135 117 1 108 105 90 1 84 30.6 0.81 1.09 1.27 1 0.85 1.4 0.18 bugleheadmetal 55 134. 116 107 104 90 83 30.6 0.83 1.1.1 129 1 0,55 1.4 0,18 stud. screws60 132 115 106 102 89 82 30.6 0.85 1.13 1-31 1 0.85 1.4 0.18 100 109 97 91 85 75 70 30,6 0,99 1.26 1.43 h>60 1 0.85 1.8 0.18 ET& F 0-15 198 180 163 153 139 127 56.7 0.7 0.85 103 h560 1 0.85 1.4 0,18 20 198 175 160 153 135. 124 56.7 07 0.9 1.08 1 0.85 1.4 0,18 0. 100 in. 25- 198 171 157 153 132 121 56-7 0.7 0.94 1 1.12. 1 0.85 1.4 0.18 knurled Min. ' No. 30 198 167 154 153 130 119 56.7 0.7 0.98 1_16 1 0.85 1.4 0.18 shankX20gauge35 194 165, 152 150 128 118 56.7 0.73 1.01 1.19 1 0.85 1A 0.18 1,5 in. long 4 edge X 3.625 X40 190 163 150 147 126 116 56.7 0.76 1,04 T- 1 0.85 1.4 0.18 HardiePanel® 5/16 48 X 0.25 in, 6 field in, 16 45 187 161 149 145 124 115 756.7 0.785 1.065 1245 1 0.85 1.4 0.18 head1.375 in 50 184 159 147 143 123 114 56.7 0.81 1..09 1.27 1 0.85 1.4 0.18 diametermetal 55 182 157 146 141 122 113 56.7 0,83 1.11 1.29 1 10.85 1.4 0,18 studpio fastener2 60 180 156 145 139 121 1 112 56.7 0.85 1A3 1.31 F1 T 0.85 1A 0.18 100 149 132. 124 115 102 96 56.7 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 ET& F 0- 15 153 139 126 1 118 107 98 33.7 0.7 0.85 1.03 h560 1 0.85 1.4 1 0.18 20 153 135 123 118 104 95 33.7 07 0,9 1.08 1 0.85 1.4 0.18 0.100 in. 25 153 132 121 118 102 94 33.7 0.7 0.94 tit 1 0,85 1.4 0.18 knudedMin. No. 30 153 129 119 118 100 92 333 0.7 0.98 1.16 1 0.85 1A 0.18 shankX20gauge. 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0,85 14 0.18 1.5 in. long 4 edoe X 3.625 40 147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.85 1.4 0.18 HardiePanel 5l16 48 X 0.25 in: 8 field in. X 24 45 144 124 115 112 1 96 1 89 33.7 0.785, 1.065 1.2451 1 0.85 1.4 0..1E head1: 375 in 5D 142 122 - 113 i 1-D 95- 8B 33.7 0.81 1.09 1.27 1 0.85 1.4 0.18 diametermetal 55 140 121 113 109 94 87 33.7 O.E3 1A1 1-29 1 0.85 1:4 0.18 studpin fastenerz 60 139 12D 112- 107 93 87 33.7 0:85 1:13 1.31 1 0.85 1.4 0.18 100 115 102 95 89 79 74 33.7 0.99 1.26 1 1.43 lh>60 1 0.85 1:8 0.18 I . , crews snail peneirate me meiai naming ai least three wu lnreads. 2. Knurled shank pins shall penetrate the.metal framing at least 1/4 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 FBCj Figures 1609A, 1609B, or 1609C ASCE 7-10 Figures.25,5-1A, 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 FBCj Section 1609.1.1. 6. The wind speeds in 12012 IBC, 2014 FBCj Figures 1609A,1609B 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 provisions of the standards referenced in [2012 IBC, 2014 FBCj Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear:interpolation of building heightend wind speed is permitted. S. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kc=1, Kd=0.85, GCP -1.4 (h560), GC=1.8 (h>60); GCp;=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. I RONALD L OGAMA ASSOCIATES, INC, ISM ALGONQUIN STREET,9443 HUNT' UNGTON BEACH, CA S2648 tij 714-M 2266M: 4'F) 714-647-45rS PROJECT: RIO-2578-15 EVALUATION SUBJECT HordlwPaftaM, Siding Jams Kaidle Product Irads Names covered In thla evalugilow, EVALUATION SCOPE., ASCE 7-10 2014 Fiodda su"eing Code 2017 ante r a one DuiM-Q Code nfz Inw7udmrw Rewdenu Cade EVALUATION PURPOSE: N& arwItsis is to drrtarb irw &A maxerium design 3-"cond guw wind speav to bwb resisted by in aswmb-j Of PraVait. PIVLSI841n21206116d to .1 041 M a&,erwoaa t' tt -.1 With nai ls Of acre-ft REFERENCE REPORTS: TEST RESULTS: Tabio Ia. ftauft of Trarwome Load T*st4V Fromm Faglw Vnimale AgOWA:-Av spa- 4 Spacing ragener TT'oa Load Dmp Load Rar,-, T', Number F. ier.1 md:h fiml FmnTyq. 1m) finl A-)d Dimenstwm ps-F) 1-SFj rarlumMome 10202A 45000- 001A AS 2XA woodstud, 39* &k*, by 3,5' a X. I -zs- kervg x 0-az= KD 150,7 ssz wide SPF Sortingelbbe! bu;io head somws WWA3=44,00iA 11114ASK 0"XI25 48 2X4 wood' surd W4, ruck by 3 5, 16 l4c, -'S* iog X 0:223' HD 31,14 All's pup IWVAW,31-C*-04IA ftena* 033125 As 2X4 wood slud,sm- trick by 2.5- 16 12 140 e x 125' !wV X HD ida $PF fu,v iobod D-;W ho44 hw4k V126 46 2X4 WOW ". 314- V= by 3 5- 16 6 G—Q-`3r'=k. X 0 21 F h-D X 1- S' 14716 4 2 I PW! 0rouip ffmcwrewide SPF- txTiRg ri—. Shan. -mu IWZ24YM-00-001A. intamok O.S125 48 2X4 wood xtuc, 3f4- ft:X by 3>S- 14 a 140, 6 A 11 Z" long nz X Q=xHa V-43 M,1D.;r--1T(zw,.rD, I SpF t-q fibbecl blQ,e cad sus-:7.6 I AV tuslodutm Wert misl'- ed an tumig wMicul ponset=om MV t a I-W n rJXV Area. '14 2, AUy^-ADW ic,4 4 4*t3frw.*d tramlead dik;cd by a 12= of safety bf 3. TaWe 1b. Arialysla,al Allomble Load for #9 Screw al 10' Mt- 98 Screw ST=:n Fastener 5az: 5mg fin. a 1 12 10 I Frarno ss.-Cnp (m 16 16 15 Faslerw 7ftubaly 0ma M) 01S 1. 83 111 icad mel Z's 35-A 39-1 irdiviluat fAoster*moad ft') 3a,g 412 4131 The taste -tor load for *8 Sze* 2; 1 Or O,C, W45 C;aloulaled as 11,)e avtrg;e V, the JcSt te.-U46 to? 6- are; 12" O.C. Tr* alow9=4 toad for is V.-ew at,t:,e spd6ng of IT O'C' iw-- h-ing carn be ca 5Ja cd by remsults of sw-Ie faslemw at e, nr": U, -0,c- sirx balm wm r*d mogit G! fasl&w ;x;2 through frwrl the panels_ As anown to um table, the afl**uble goat W as sbres; a uIalfo at 117 0,C, to uxKJ fwnng is 31.8 psf. J—tffl—tjqp or Using the R-*uff* err light Gauge 5" Fmffgrlg In ille aut4em con,4=6ons, Ah fasteners. w Ie qfta---)aa to fiu mo orgy, so -heew the tump is s"d)&-A to wood or me, frarnm does r-11 aft , panels' M-ISw" Ic A C; tr,6prC4dVTrqiews raxponxiW+j to ensure the Iumnq amactirmn, mtd tramin; m mobert it I-xv6 liul-1t64,m W1 ay 1j r F 4.4-1 1<4 kk Z RONALD L OGAVAASSOOiATES, IN' , 16835 ALGONf-YJN STREET vL443 KLINTTNGTON 8EACK CA,926AS r714-292-2601, IF) 714-847-4SR5 PROJECT: RJD-2572-15 DESIGN WIND LOAD PROCEDURES: Fiw- wrmnt odirQ tram —verve load capachy (windk.44 capadzy" is deienninad via wmpgance tesung to rmsVeme ioad nxjor& tas: candards, VA vw t-*rcsv,%& ba2z mL5" v. s4ow,awt aesvn imad is oetvmin" based on a I&= of safely of 3 2ppWd to V* WiMMD Mat i4ed, Equation t fmf,, ASCE 7-16 tqaz.'= 3J-3--,) q, Yetoety pmssum III he z K, velc6ty Pressure e-,;=ufv weffrhent evaluated at h&k;M,z V wpogram) ic fadot Equation 2, Y— wind d"dwwey letter v . basic vmnd epeadp-semnd vir.• MPH) as damn nee ftm 201QW, Fig sxo 16OS4, 9, or C; ASCE 7-10 Ft2ulvs 25 5-1t, 6. or C V.V. I*f, 2-12 WC Samoan IWZf dvhZ-o=) V., utfirmata d0*;gat wLd speacm C3-mowrd g.sl MPH) octerrriiW brom 2012 IB . 1 S C Fiur" 50,9k. _ or C, ASICE 7+ 10 FVt!res 228,5-'!A. S. or C, Equation 3, p-V(Gr--G0gj. ftf, ASCZ 7-;D lmz,:ftn X454fj X;, wvud of external Pressure MeWem ant gusi-cliect tacix G,- procuct of tonal Pressure coelhtd6m and Rus%-evect In= 0 detWn presame( PS9 I-cr wd;ng (allo—.ble, deign load to, sWkno To delamune des to pmsstm s raa uta rt iCd Equatba 3, Equation 4, AR. W.W. Stress De.141, ASCE 7-10 Se; f e 2, 7 Equation 6, 010. D)SW f7e1, ASC,F 740!.'.:,:load 0. dood toad w , *irw joZd To down-im t?)i Akb"w Soe=C;w*Pi"sird, &P,4y The iava fbaorfw. W (mm! thrm Eauaitan a to P fdrw2r. pressure) dofc.-mkwe her, eq=km 4 Equation 16, P. , 06,lpl Equation 7, 0— - 0 Equalbn 7 is OW to xpd4lo TaVe 14, and 6- Me am svtve LOi.- Wo ba D: wine}4 peo e 'Pl HartboZ&AW19 if, Taz* 6, scjw E.7cmfim 7.,*r v- Equation It. Vw- AP; V.ahiv to = VW S M Zx:-- D6= 1 1-h1m.VP 3 of 20 12 113 C S e ct:a n 1639. 1, f., to v&,wmine fire a go we..." mm- a 1 design wi ia*--d (Va sdj' for f6'. v i- I 7a -"ie OAP!,v mt ;--I wn= kr, w4a below, Equation 9, V- - V; pmj. zau lac Sect an 150;,3. Tj V-. wind speed (3- secmnd Wur mvh) I'm' 2Q,* ISC Sozaar -, W2,11 STATE 10, 0NAV 3 RONALD 1. 0GAAAA-SSOCKT-ES, fN'., HU,,M,N,GT.ON BEACH, CA 9-2,601 T) 7,14 -M-26MfF) 714-847-4595 PROJECT: RIO-2578-15 Tow 2, coomiciants and consurds used to Detomwining V and: P, I wo Z- 5 me, -.In I M'! Ev 9 Do C ExoV,: K K, Gil Cl- Q'7 iD'05 103 n-160 I 0vS 1A 0.16 C%, 7 o's I GA5 114 0.116 077 0'5d I"a 1 0.65 AA 0,18 r" 7 OSS, 1:16 0,85 1:4 0.18 0"73 I'M 1 OB5 I.A. 77.e 40 1 D4 1122 0,85 I'-d 018 45 7770.=W5 777170, 316 So I'M 1,27 0,8. 55 M4on0'a5 1 113 1.1-11 1 1 oZ5 I I D'ab R I Yuiztld x . i Us . ficus Wind Speed* - Wind E.pa wv Uwoorfla, Vd Saaed Q!!L! IM 1:-5 I'lo I ' 115 1 120 Im 140 ISO 150w Iw1-70—' ISO, I o i lco: 210 tl: 1 5 B 7. 7777977--- 17. 5 A91 1 -29.6- 24A 3 2 32- 7 20 144 15 9 17-5 19,11 2D, a 24..4 3 2f!.3, a2 52.3 Ts 7,57 iSl v- 777-ITT, a2-5. O 41 ' 7 4,5,8 rI4A l!"s 17,f, 1193 70we 11A744 46.3 32 5 41.7 46 8 lS' j 166 213 SA n.5 M-Wo6- 4.S S"6 54,4 653, 15- 7 V7,3 191) 20 7-": Ile 26's 35" 31 '3 40"! 4 13 5118 1 •z ZT Z27 I Zq l AS 77972- 717 —9 19.6 21,4, 23_1 77,4 3V 4 41.5 8 2' 4,5 — so 16.7 2 22A,..,-?A j a . 2"' 37,6 1".. 18. 9 20'7' 6 6Z43 1 .789 21116 m 5 i il1co2S6I -2b.2r 1 31.() 1 -33 B I -&V Z7 92A vrld &* aa f3-fie=l'ltl oLrll JM 105 110 1151 1 170 130 1 IAD I!Vl I'M 20 c c C c C c c 132 21.2 232 25.2 21?k 34A 1 -35,5 I r,4'9 511,7 ale 70,1 77,1 20. 6 722-5'-724 26.7 tA 36A A I _ii 674 7C2 83'qr 25 IS.A 23'5 25rS 27.9 32rlar 3a'a esa6 4ii r8 5E N 2 22,1 4.5' 15,7 20.1 34,2 N,6 77,S-1 04 a:" 2 25 210 25,2 27 E 30'0 152 40rfl 46S 6 40 21.5 2,3,7 25,0, I&A, 30:9 363 42;C- 5,3 62 0 85.F, 25 1-:1-a, 24.2 2c'e, 2191 Zi.e 57,1 A3.'I r4 r 4j3-s, 17 7712 777T1%:':,7 So 22,5 24,fj 2,2 50,6 57r.5 1., 2 i.p W.2 5S 25'2 27 7 3D,3 31-0 7 SI'5 E. Z" EI.6 I 22.6-j a5,9 NA j ; .d3A Z6,9 4 m55,0 63,6 73,3 63,4 44.1 117: Table 6, Allowable Strass Design -Componont and Cladding JC&C) Pm'#,Imx JPSF) to ba.Rotirted at Var'6l WlndrSpb*d% ',Wind Exposure Cate 11, o spu Y'3-sacom 0=) 100 ID5 Ito 120 130 140 110 1 v 170 l"C' 9J 200 21D 0 D 0 G D D D 254 27 1;-,;; 35l 77753 —v Zl = 5-4 15,P 0-:7'. 20 22, 3 7' VD 2,V,S Vi 57-5 777: 72.2, 6,M" S$.2 215 4- 3 I 26,5- o 7.6— 77— n ,6. 33 't g 0 95; 3 52,0 1 34 24 l? 26, A 31'6: 36,5 40 4. 46'9 S-.6 64:,3 7_5 - 77 52,5 S-3 4 1 5!.2- 62,6-, w70'9 40 56, 2 2,$ 4 6 64,4 72 7 iov 45 253 26,3 1,1 140 B7,0 t 4 771 3 7; 7377 o 6 g 2".6 2, 62;,3 32,2 35,2 M3 A 1 7A bQ 1010 J _; b, J.0 Wlu i :2 t w I 11k1 100, 1 37,0 48,9 Z,2 94,E 1 7 367 1 1 79-r- 142,9 Tables 3, 4, and Sam based onASCE 7-!Dand ccrWeatuwth ft 2012 IBC, 217'12 IRC G, A 241 k' FLOR 10N P.1, 0•.WA IIMX!M. WC, JAAr:;s --PZQE WLDNIaPROD"-- INC, IC- 25 ALGONZAN S7RrzrT #",a HLN- r1PGrCNB-,:*,R. CA 22649 OM TAbb CAB-Mb4 Wind: SPO" (MpN lot HOrd1*PAT*J SW (Ar."r41AWbW1ftASCf7-1OCtApft! M C4C?&l t mad Patf3f 2: 4. 6 4. 44.t7t,- C- 1 1). 0 V 1-01 LIM jj 615 WA RoMT.t 77 41` , iT t, 5 VO 491 tv, I I** AiiA I` 1X4 I AW i. m AW 145 A 2% 7:1, 137. sw, t_-; P+•h'Yj 11+11 11 ff" Lac. 7YA - d II 7 = 10 71 7 za 7i 17G W tu i3s Ile v cli 77,7 T. -);7 -e— 77, 46 a.I'li tas.A 8M mi 134 X., t7l 77 7 71- 143IM7T57N_ 131 1: 11711 to W fl- I iw 0..323- O U O'c'O ZX4 *.w n'r E,,5 W 7 -- Z s, 7T— 7745] j. 733 b 154, 1, u, 116 3 12 l 1 A C 1* a 7- ultN au. M T33CMOi40 M 151 1:W I f7, 77 47 T, J'j 2V i IV, Ei5 48 zt, b% x w P.. tw- v. gr3'rSd 710 IW A t'n. 1 t'I Q I 33qF? x171WPt4. r ij l Zi 7 Zm 7 Z,14, ta Zo licIIttwi-S I6Z, tlC in I. fis t411Ax4-fio, 01 14 j P II e t it. h- d c W. 2X4 20 V., s- ibyI-P 2A 1:2 i III i' , 9., 1 4* 114 1 VI?- W iP A aM J, I C. J,. V EE F. j I nt F I tWjI S'j cIW I tww— ilaA 2X1 -.d 3M, A' MR,; ta I ee. i' a 0. D.] 4 It 20 is.. In 14941ixiiT- 41, t" 3e 21, AI lt 10 tit1 15 4-1 1! 14 1 C2 tM it. I i0fss 10Df, 1" 145 M 113 I= 0. f I 4 v- 1, taint - v UMITATIONS OF USE; W1, OC-AlvAJZ=WtZ, 5M, 16625 ALQVh';iJIN STREET*". W-*nR.CTW, SEACH, CA.MAO, Ti TI4-292-2=- P, PRO.%Cl; pl*-Z579-15 c 0 a c 0 xiazTrLi w OZ_ 4'm gw WAL w t* I'V 3D lea SO 4; 1,116 11- c-r. Its l.v n li I t, 154 146 14) Iw 1 ul III. 1=1 164 Im, 157 1" 117 sve I, loo, A 1.11 1-4 A k..d 3.T 44Lam, A EM Dw 9 }4 3-1 eo I I= rW T. 7,5 1 64'. 41 M Q1 top o, FfF Ile, Q. I A ELL j,7 70 6 1 ' em, 4 W Q C, 121 4-- 1 1 o7o it, tv, I 41; t5 77 7,7 o—P.-w wo 14 N.. ty J" ZV ftwi k" c-is iS7--:Sc Q1 llu 10 15A 1%, o M,s 7p 90' IQ 10 r tii A C,Z' tm- w w a em 142 122 i 41 il 1 7n. Ta 21 oI W,6 AZ SXL ty Z I'm U., 114 M; 97 31 , 4,A jr CAC ,M, IW 1w j Z7F is rl 5A477w I- AM I 13 7"—. 7= tr': IV ja a 77737-7777 v4 mg "qkr ra c it IN W 13 Ilo i's tA- t It f2e7 eS 143 i's 361 119' 1i' I sD 13R1in :T i las, ltD971111-7 1 3 l 1S ice - 15 1 7c, SiF b tl R, 6 It? ' 73' j 13 G A W4 UIAMTIONS CW USE. 11 In HGn Vracf±YL 7antv "V}'i=? OW-0 W. M4ffi;-Dft (:—Fixicm, NOA -.&0t22,04 REPORT NUMBER: 102024363COQ-DDIA 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 JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA. CA. 92337 PRODUCT EVALUATED' HardiePanelO EVALUATION PROPERTY, Transverse Load Testing Report of HardiePaneW tested in accordance with AST M E330-2002120' Standard Test Method for Structural Performance of Extedor'Wmdows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference This report is for the &jKCtL,!;jke u z;e and i5 pravided oufsLt-a;?t to tie acreemept bt.s/eerj jrnteftek an if cijer.?: and fizibifity are timited its the tt-rrms and wnditions of t+le agreerpent, no flabih'ty 10 an- patzy, oMe.- Vian to :.he Ojent m, acrortyance Witt. the aqreei-nen'. for 7,,,7y sass., expense of dlaaiprge oxa!;ionen by tbe use of b`his report, on"y the cient is aunorized to Copy or disbributn Mi.- repc-r and then o.,,),y in its en,"re..,r. Any fir -of the Intertei, name or one of its mar his" for the -,ale ar, adVeftiSe-Menl: Of the te5ted Meeri,", -DrDJUCt or !;&n4ce Masi, first be, approved In veritEig by rnteft,ek. The and te'st results ip this report are rejc-tant m the Sam, no,* j77pjy hat the naterfaf; produa or senice 75 o, has eve. Deen undar a;, Intertek cettilficatior, prognarr. James Hardie Building Products, Inc. Re-rort No. 102024363COO.001A 1' Table of Contents April 3-0, 2015 Rage 2 of 7 1 Table 4f Contents . .................. .............. _ . 2 2 Introduction ................. . ..............._ .._...... 3. 3 Test Samples ... ..- ....... ...... ........................... 3.1. Sample ......... .....--- ........... ................. ........ .................. ......... 3 3.2. Sample And Assembly Description....._ ...... .. ...... ...._.. ................... .......................... 3 4 Testing And Evaluation Methods.. .................... _.-.._..__................ .........------------- 3 4.1 Conditioning--. 3 4.2 Transverse Load ......... .................... 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 4 FL R a's'EJJJ la ftertek Florida Product Appoa r.. 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-2.556-1.5 Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. Hardie JamesHardlePanel'"'I.Ia. Vertical Siding EFFECTIVE SEPTEMBER 201 114S IALLyf ION REJUIREhfEitrf'S RESIDENT tAL SINGLE FAIVICY fa-ILY - PRIMED & CuL )Fir LUSC PRODIK" i$ Visit t moors ja resl,arclia,ro nfor the most recent version, SMOOTH • CEDARMILL° • SELECT SIERRA 8 • STUCCO IMPORTANT FAILURE TO INSTALL AND FiNISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN 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 Hz10TM PRODUCTS OUTSIDE AN HZ10" LOCATION WILL .VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWWHARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered priorto installation. installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and corners frombreakage. ,lames Hardie is not responsible for damage caused by improper storage and handling of the product., - CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Posifon c utting station so that "arid will blow dust a layfrom user 1, Cut only using scorn and snap, or shears (manual, electric or pneumatic). and,othe;s in working. area. 2 Position ding station ul el-ventilatad,area. 2. Use one of the following methods: a. Best i. Score anc snap ii. Shears (manual, electric or.pneumatid - NEVER use a power saw indoors b. Better; I. Dust reducing circular saw equipped wailiz NEVER use a circular saw, blade that does not carty the iL. dieBlade saw blade trademark HardieBlade saw blade and HEPA vacuum extraction NEVER dry, sweep - Use we suppression or HEPA Vacuum c. Good: i. Dust ieducinc circular sa:v with a HardieBlade saw blade only use for low to modetate cutting) Important Note: for marmum protection goraest respirable dustproduabon), JiarnesHarde recommends always using"Best"-level cutting me"tads where feasitra. Ni05H approved respirators can. be used in codunct an with above cum -rig prac# cas.to futlhei .reduce dust exposures. A jdii boat exposireinformation s available at vnvw.j mesha die. are to help yw derem:irre the most approlDdate cutting metlnod ioryour job requirements. rcoricelin still exists aboutexposure levels or you do rat comply oath the abovevra ice: y'ou should always m'tsult a qualified indus ial hygientst or contact James Hardie for further information. 3DO83+.C, GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial./ Multi -Family installation requirements go to wlkw.JamesHardieCommercial.com HardiePanels ver ical.siding can be installed over braced wood or steel studs spaced a'marimum of 24" o.c. See genemal fastening requirements. irregularities in framing and sheathing can minor through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen/furring) as attest practice. Information on installing. James Hardie products over foam can be located in JH Tech Bulletin 19 at kAAw.,. ilamehardie.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 Hardiewillassume no responsibility for water infiltration. James Hardie does manufacture HardieV'Jrap' Weather Barrier, a nor, -woven non -perforated housewrapl , which complies with building code requirements. 6 When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must he followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimurn 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 siding to Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section pace 3. DO NOT use stain, oiUalky'd base paint, or powder coating on James Hardier Products. For larger projects, including commercial and multi -family projects, w'lere 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 vmvw.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig.1), alternatively Position fastenersr8' from panel edges and no closer than joints may also be covered with battens, PVC or.metal jointers or. 2" awayfromcorners.. Do not nail into comers. caulked (Not applicable to ColorPlus7 Finish) (fig. 2). HardiePanel VerticalSidingInstallation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing mustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanel verticalsidingmustbejoinedonstud. water -resistive barrier water -resistive banger Double Stud may be required to maintain minimum edge 4 stud wata!'4asis ve :,aterressbva nailing distances: - 2 z 4 stud barrier ban r i water AN Figure 1 - stud y` i_ 4I cl- I Do tipper pane tt 1i" bap Caulk upper panel Caulk pbarrier—— T sheathing. rHardiePanel Batten Joint " H" Joint Z-flashirg t Z fl2site ;i c i r`.. ve, l ical siding 11 water -resistive barrier decorative band board keep nais stud iov er R. Intlower4 3/8" min. panel panel from panel edgesLI I" t' `. Figure 4 plate- 3J8"caulk'- c> - leave appropriategap between panels, than Recommendation: . nda Ion Whp.i c in to lingSierrabF-ovid . i moderate contact Caulk Joint a double st d at panel tNot'applicable to Coioi-Plus" joints to avoid nailing keep fasteners 2" Y- Apply caulk in accordance with caulk through grooves. away from corners `- 1manr:'acturer's twrii en.applidation Instructors. For additional information on HardieWrapTth Weather Barrier, consult James Hardie at 1-866=41-lardie.or utrtn'w.hardiewrap.cor^ WARNING: AVOID BREATHING SILICA DUST lames Herd ' products coot m regpi ahk. n7 al nc silica. which is known tothe Suite of Califi to cause cancer ar is considered oy IARC and NICSF. lobe a causeof. caccerrrnm some occu ,tional sou: ces, Breathing excessive amounts of r2 ^, rabic silica dust can also Ca Ise a disabling and potentia9, fatal urig.oisease called s Loess, and has been 11'1keo wf7 9;he-diseaseS Some Studies suggest Smoking. may ricrease';ha. rls s -luring I, installetinr or nand` ng.{ i) work In outdoor areas with amloic ventilation 2i use fiber cemectshdars to, duttmc or rhhere not feasible, use a HardieB.ade" saiv blade zinc dr s.-redu ing rcular saw attacned to a.H A vacuum; 3) warn others in the immediate area, (A' aver a properly -fined, NHOSH1 apdrovec d;ist mask or raspirmor (e.g. P 95) in accordance with aop5=Je government regulallonssand manufartorer icstructioas to `irtihev ii,mil respirable silica exposures. Curing clear - up, use HEPA vact:ums or wet cleanup methods - never dry sweep. For further information, rater to our instaliaton instructions anc Itdateiai Satah Data Sheet availan e at j varr.jamashardie.com or by calling 1-800-91;ARDIE (1-8DD-942-7343). FA 1 URE TO ADIJERE TO OUR WARNINGS, NISDS, AND INSTALLATION :.1-lSTRUCTIONS MAY LcAD TO SERIOUS PE RSONAI INJURY OR CE47H, HS1236 - P1 /3 1/ 1 3 CLEARANCES Install siding and trim products in Maintain a Minimum 1 aintain a minimum 1 " 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance vvith local building code 2" clearance between 1 between James Hardie products surfaces, flashing and counterfiashing 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. water siding and trim. Refer to fig. 3 on Figure 5 stud Figure 6 i siding resistive Figure 8 page 1. concrete 6" rnm. foundation Maintain a minimum 1 " gap bety een gutter end caps and siding &,tri.m. Figure 9 sidinl gutter and end cap 6 mPr . 2 min. i deck material foist Flashing ! 1 ledger Do not bridge floors with HardlePanel, siding. Horizontal KECKDUT FLASHINGjoints: should always be created between floors fig. l.o)., Because of the volume of water that can pour down a slopedwater. Re6sifve roof; one of the most critical flashing details occurs where a 7 l\ l '1 Barrier. 10 i I Framing root intersects a sidewall. The roof must be flashed with stepFigurel flashing. Where the roof terminates, install :a kickout to deflect. l Horizontal Flooring water away from the siding. It is best to install a self -adhering57Trimmembrane on the wall before the subfascia and trim boards i are nailed in place, and then come back to install the kickout. Figure 11, Kickout Flashing To preventwater from, damping behind the siding and the end of the roof sheathing t intersection install a "kickout" as required by IRC code tR905. 2.8.3 . °...flashing shall be a min of 4" high and 4" i = fascia NardiePanel wide." James Hardie recommends the kickout be angled I ', between 100' -1.10' to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 6" 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. Electro,gaivanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot - dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean; large bodies of hater, or. very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published. ;mind loads may not be applicable to all areas where Local Building Codes have specific Jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to sitting and framing. Fastener heads should fit smug 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. 6). For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, removeandreplace 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, 0 fill &addnailJFigureA Figure B do not under drive nails oo NOT STAPLE FigurPNEUMATIC 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 - P213 8t13 CAULKING For best results use an Jastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a.Latex Joint Sealant complying with ASTI4l C834. Caulking/Sealant must be applied in accordance with, the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products: refer to the ColorPlus touch-up section GUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oivalkyd base paint,, or powder coating on James Hardie' Products. James Hardie products James Hardie touch-up kits are required I must be painted within180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recornmeiTded. Do not paint when wet. For:application rates refer to paint manufacturers specifications. Back -rolling is recommended. if the siding is sprayed. COLORPLUS' TECHNOLOGY CAULKING, TOUGH -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 ColorPlus Technology touch-up applicator. Touch-up should be used sparingly.. If large areas require touch-up, replace the damaged area with new HardiePaneP, 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 ColorPlusc' 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 orpaints 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 Cedarmiil 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 HARDIEO 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, oilfalkyd 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 R. OCNITION: in accordance wth ICC ES E?alaallon Re?o t ESR- i 1s, Fir;,era ,elf ven ul siting is rerogrized as a sufteble alternate°to that specified in: the 20062UD9, & 20121ntematioral Residential ,",ode for One -and Two Fancily Dwreffilligs and lire 2006, 2009, & 2012 lnte•T.ationa! Euildi ui `".ode. Haf d oPanel vertical sic ng is also recogri-ed foi applica, on r• the f Ilu;v r 9 City of Lcs Angeles Research Repon No. 24862, Sias of Florida Gating 1`0889., Dade County, Florida NOA No. 02-0729.02, D.S. Dept. of HUD Materials Release 1263c, Texas Dnparimen of in urine Product Eval rtion EC-23, City o` Yes,, York MEA 223-92 fat, anal California DSA PA: 019. These documents shuild also be consulted for additicial inferrnati:m concemir._: the suitabilay or this product for so cl is applications. w 2013 James Hardie Buiidina Proau is All riahts reserved. Pvt 5N9 and OP denote trademarks or registered trademarks of Additional Installation information, James HardieTPchnoloay Limized u is a registered Warranties, and Warnings are available at JamesHardie tmdemar of James Hardie Technology Limited. www.jameshardie.com HS1236 - P3/3 6,113 MIAMI•DADE \IIAMI-DADE COUNTY e PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wivw.miamidsde, og_ v/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 submitted 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" PIanlo 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 tiled and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT:- The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official.. This NOA 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 MIAMbDADE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 0313 1 S P ebe 1 .. James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted 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 "Submitted 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 Intertek 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 5ch edition (2014) FHC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. 03 % golZa 1 S Carlos M.l, Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E- 1 i WAIL I. WALL LENGTH Stud Spacing at 15' O.C. Nails at 16" O.0 (typ.) 3/8" Minimum Edge Distance SEE DETAIL A 518" thick 15 ply APA rated plywood sheathing in accordance with Florida Building Code Section 23223 Water resistive barrier per Florida Building Code Section 1404.2 2' X 4" S-P-F LjWood Studs HardiePanel, S 'CTION B-8 Cempanel, Prevail Panel Siding PRODUCT DESC—RIP71013 HardiePanel®, CernpaneFv, & Prevaile Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL QlMENSIoNs Width Length Thickness 4 8,9,10' 5116' DES)GN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant - Planks installed over 518" thick / 5 ply APA rated plywood sheathing D>ZTAI•A Sheathing fastener, as described in HARDIEPANEL—PE1_NPANE4 PREVAIL PANEL SIDING 1NSTAl11ATTON IDETAILS a the manufacturer'sAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance Nbte 1 installation recommendations, and the applicable sections of the Florida Building Code. Panel Siding will be installed shall beWoodstudswhereHardiePanel, Cempanel, Prevail in by Engineer or Architect per the Florida Building Code and the requirements of thisPanelfastener, as described designed an Note 2 N.OA b [dote 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. shall be installed over 5/8' thick 15 ply APA rated plywood sheathing supported coam t HardiePanel, Cempanel, a The siding panelsbyaminimumof2"X4" S-P-F wood studs spaced a ma) imum of 16" O.C. 0.223" head diameter, 0.092" shoo prevail Panel Siding Nate 21 The siding panel fastener shall be a 2' long, resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges j diameter, corrosionandintermediatestuds, the fasteners shall be driven through the 5/8" thick / 5 ply APA rated Cry plywood sheathing into wood studs located at 16" O.C. shall have a minimum edge distance of 318" and a minimum clearance of Z" from Water -resistive barrier per Fasteners Florida Building Code Section comers. 14042 HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION 5/8" thick 15 ply APA rated plywood sheathing fastened in fames Hardie Building Products, Inc. accordance with Florida Building 10901 Elm Avenue Code Section 2322.3 a Fontana, CA 92337 2" X 4" S-P-F Wood Studs Phone: 909-356-mn SIZE FS 0 NO owc NO Rry 1ThewallandsoffitframesaretobedesignedFax909-427-0634 A PNL.-pLK-SOFF by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator E Gonzales scn E 1/2" = r o" Date: 4fz4120t3 sir 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 I I. i..7G11'/liI PRODUCT REVLSED wco w!kh>he Fkwidm By nano Gana Cladding 6.00in. Framing Fastener Spacing per Florida Sheathing Building Code Section 2322.3 I I' N 1 STA 0 _ 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 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE 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 SHEATHING NOMINAL 5/8"THICK/ 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 CLADDI--G James Hardie Building Products, Inc, THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEADWI DIAMETER, 0.092" SHANK DIAMETER, CORROSION _ 10901 Elm Avenue RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356- 300 size r'scm NO DWG NO Fax 909-427-0634 A PNL-PLK-SOFF Creator E. Gonzales sC [-E 1" = T-0" Date: 4/24/2013 sHEST 2 OF 12 1 111 I WALL LENGTH — Stud Spacing at 16" O.C. r--- --------- ti---- ---------- ,- ----- 0GA' j 0 C-noiyIDg w*h tw sori" `N 1 VJALL HEIGHT it a STATE Q J L.y"rrrrn DETA_1L A tbeFkvida 3/ 8" Minimum Distance Nails at 6" O.C. (typ.) SEE DETAILA 5/ 8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 SQC, JIZIN- -Z--6 Water - resistive barrier per Florida Building Code Section 14042 20ga, 3-5/8"X 1 518" Metal C-stud HardiePanel, Cempanel, Prevail Panel Siding PRQDLICT DESCRfFTiQH HardiePanel®, Cempanel0, & PtevailO Panel Siding materials are nonasbestos fiber - cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PA[ uEL DLMENSIONS Width Length Thickness 4' 8,9,10' 5/16" D ES I G N_PjZ,ES S U F'2E_RAT! N G Installation Design Pressure Metal Studs -104 psf Impact Resistant - Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing yA- 1 DIEPANEfyCEM—.-- - - EVAIL_PANEL SIDING INSTALLATION DETAILS All installation s1a11 be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. a Metal studs where HardiePanel, Gempanel, Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1. 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 1-114" long Panelfastener, as described in bugle head screw Note 2 a The siding panels shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, 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 1-5/8" HardiePanel® Siding long ribbed bugle head screw (or 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 through the 5/8" thick /5 ply APA rated plywood sheathing into metal Water - resistive barrier per Florida Building Code Section studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404. 2 comers. 5/ 8" thick 15 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 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 HARDIEPANEL, CEM PANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A scAUE 112" = T-0" DWG NO REV PNL- PLK-SOFF I I Date: 4/24/2013 `SHEET 3 OF 12 16.001n. — I i 6.001n. 1 T 6,010in. 1s Product CcmtrtA FRAMINGNOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.G. 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 SHEATIi1 1G x NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NOA-18, 0.315" HEAD DIAMETER 1-114" LONG BUGLE HEAD SCREW CLADDIt{G THE PANEL IS FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER 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 6.00in. Cladding Framing Sheathing No. 121 C. STATE OF a S oNA , FOR METAL LOAD NOT PARTF T S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONSNORT HE WOODSTUDS, PROVISIO . NS FOR DIAPHRAGM ACTION AND GRAVITY E LOADS)RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-:35e-d.3uu '` PNL-PLK-SOFF Fax 909-427-0634 A Creator. E Gonzales SCALE 1"= 4' 0" Date: 4/24/2013 sr eEr 4 OF 12 to WALL LENGTH SEE Stud Spacing at 16" Q.C. DETAIL A PAi -_dthick / 5 p I -i- I (1 5181 rate plywood y . sheathing in accordance with Florida Building Code 3/4" Minimum Edge Distance PRODUCT DESCRIPTION HardiePlank®, Cemplank®, & Prevail® Plank L,ap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade it, Type A and meeting the requirements of the Florida Building Code. Section 2322.3 PANEL DSi-ONS Water - resistive Width Length Thickness barrier per Florida 59-1/2" 12' 5/16" Building Code Section 1404.2 DESIGN PRESSUFZE RATING 2" X 4•" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding impact Resistant — Planks installed over 5/8" thick / 5 ply 1- 1/4" tall X 5/16" APA rated plywood sheathing thick starter strip DETAIL A Sheathing fastener, as HA$DI)=PLAhIK CEMPLANK,,PR_EY 414LA SID[NC'J _STA 7iON D T<111-5 be done in conformance with this Notice of Acceptance, the manufacturer s describedinNote1dAllinstallationshallinstallationrecommendations, and the applicable sections of the Florida Building Code. Cemplank, Prevail Lap Siding will be installed shall be designed by an WoodstudswhereHardiePlank, EngineerorArchitectpertheFloridaBuilding Code and the requirements of this N.OA beattachedtothestudsinaccordance Note115/8" thick / 5 ply APA rated plywood sheathing shall Siding fastener, as described in Note 2 with Florida Building Code Section 2322.3. A Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1l4" wide a ofeachplankis58-1/4" vertically. Pts HardiePlank, laps at the top of the plank such that the exposure are n [Note 2j The siding fastener shall be a 2-1/2" long, 0.223" head diameter, 0.092" shank diameter, aoodnd lshO.C.t ane StipCemplank, Prevail corrosion -resistant siding nail; The siding is fastened s 8-1/4" O.C. vertically sheathing, fasteners fasteners aredrivenintowoodstudsthrough518" thick / 5 ply APA rated 9. of the overlapping plank Lap Siding edplyge are placedintheoverlappingareaapproximately314" from the bottom edge i Vertical joints shall be placed over studs. be installedover518" thick 16 ply APA rated plywood sheathing supported by a Water -resistivebarrierTheplanksshall2"X4" S-P-F wood studs spaced a maximum of 16" O.C. per Florida Building minimum of Fasteners shall have a minimum edge distance of 318". Code Section 1404.2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5Z' thick 15 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened in accordance with Florida James Hardie Building Products, Inc. Building Code Section 10901 Elm Avenue 2322.3 o Fontana, CA 92337 2" X 4" S-P-F Wood Studs Phone: 909-356 6300 SIZE FSCM NO DWG NO RE! PNL-PLK- SOFF 1 The wall and soffit frames are to be designed Fax 909-427-0634 A by the Architect or Engineer of Record in Creator, E. Gonzales SCALE1/2" = 1'-0" Date: 4l24l2013 SHEET 5 OF 12 comAiiance with the Florida Building Code. Fastener Spacing per Florida Building Code Section 2322.3 _16 in. OC—__-_ Cladding I Fastener Spacing per Florida Building Code Section 2322.3 0.75in PRODUCT REVZE D w omn0ywg vrRb w Fk"% o % E5' 53.25in. Miwn4 ad` Product Control ERAMING NOMINAL 2" X 4' S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 166 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 SHEATH_I_NG NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 Ci..A_ DDING PLANKS.OVERLAP 1-114" THE EXPOSURE IS s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION. RESISTANT SIDING NAILS, -PLACED 3W UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIOi Framing Sheathing IM PRMUCL' REVISED s yieg wick *r F106ft AMWIM IO1S-0 No. 121 By -_ STATE OF ' 4)z r3e P_&_l Ca oB ss 0NAfilL l? FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND G iVfYfLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Phone: 909-356-63C Fax 909-427-0634 Creator. E. Gonzales. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION SIZE A SCALE 1" = 1'-0" James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DVW. NO PNL-PLK-SOFF Dale: 4124=3 I sHEET 6 OF 12 REV 1 i WALL HEIGHT i I c i By kfiwa; I WALL Stud Spacing at 16" O.C. 3/4" Minimum Edge Distance DETklL-6 6 ils at 16" O.C. typ.) f rss/ONAL_ Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code ` Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in. Note 1 20ga, 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 ETAIL A i?I-ODUCTDESC 1PTI_ON. HardiePlank®, CemplanW, and 5I8"thick /5 ply APA Prevail® Plank Lap Siding materialsarenonasbestosfiber -cement rated plywood products tested in accordance withsheathingfastenedASTMC1186Grade11, Type A and to metal studs as meeting the requirements of thedescribedinNote1 Florida Building Code. Water -resistive barrier per Florida pLANK DIMENSIONS Building Code Width Length Thickness Section 1404.2 5 9-1/2" 12' 5/16" 209a, 3-5/8" X 1-5/8" DESIGN PRESSURE RATING Metal C-stud Instition DesignPressure HardiePlank, Metal Studs -92 psf rnplank, Prevail Lap Siding Impact Resistant -- CTtO 1- 1/ 4" tall X 151161, Planks installed over 518" thick / 5 ply g g thick starter strip APA rated plywood sheathing HARDIEPLANK CEMPLANK PRE1/AIL lr P $IpING INSJALLATION DERAILS Ail 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 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.O.A. Note 11513" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.B-18, 0.315" head diameterx 1-1/4" long bugle head screw ti 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 8-1X' vertically. Note 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-114" long' bugle head screw over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick 15 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 15 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE A SCALE 1/ 2" = V-0" PNL-PLK- SOFF Date: 4/ 24/2013 I SHEET 7 OF 12 REV 6.00in. 6,00in. 6.00in.00 0.78in T— - CO wlyin 7+id3 the 1E7or m Hm"ldig Code Ike `"' _7-- --- -- -; i D&Ar Prod 58.25in. FE2gMING NOMINAL 20 GAUGE 3 5/B" X 1-518" 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 SHEATHING 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 CLADDING PLANKS OVERLAP 1-114" THE EXPOSURE IS s 8-1/4" 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 51 ba- Cladding Framing Sheathing eo'" OGA o. 121 a = STATE OF 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) WALL LENGTH Stud Spacing at 16" O.C. V. i WALL HE( HT i f i i 3/8" Minimum SEE PRODUCT DESCIZIET-11 i DETAIL A HardieSoffitS & CemsoffitO materials are nonasbestos fiber -cement products tested in I accordance with ASTM C1186 Grade 11, Type A 1 and meeting the requirements of the FloridaI J Building Code. SOFFIT DIMENSION$ 2" X 4" S-P-F Width Length Thickness Wood Studs 81 1/4" pItSIGN PI SSURE RATIhlG HardieSofrd, Installation Design Pressure p Cemsoffit Wood Studs -70 psf Sf~C7JON_B PRODUCT REVISED Nails at 4" O.C. (typ.)pRaouc;r1REV1.4M - -amly in %VM db-- Fri& Distance a occoymg wide Yes Fluids l9oitdia8 C,& Bundin Aomptwm o t n c ' By offrt fastener, as ascribed in Note i Hardie5offit, 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. 4GAW, oeo q e Z NO- 4 21 STATE OF HARDI,ESOEELT—C_EMSOEELT eANEL I.NSTA4LLAJJOiJ_DETAILS 31 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"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a Z 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" O'.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 James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone. 909-356-6300 size FscM No Fax 909-427-0634 A Creator. E. Gonzales SCALE 1/2" =1'-0" DWG NO PNL-PLK-SOFF Date: 4/24/2013 I SHEET 9OF12 REV 6.00in. 4,00IT IrRObUCr REVISE s M- m cooWirme with the Flnri& as eDW*ing with am Fkw9a AmeVM w Nv W* FRAM—LG 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 ARCNTECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADD]NG THE SOFFIT IS FASTENED WITH t 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 OGAIN No. 121 r STATE OF Ft, Ss10NA l V e 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) REv 1 i WALL I i, HEIGHT i i i 1 'j L DETA_ 1 L_A WALL LENGTH = PODUGT DESCRIPTION Stud Spacing at 16" O.C. HardieSoffi* & CemSoffitO materials are nonasbestos fiber -cement products tested In accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 2093, 3-518" X 1-5/8" SOFFIT DiMENS ONS Metal Gstud Width Length Thickness HardieSoffd' 13ES1Gt i PRESSURE RAT#NG Ae' CemsoSit installation Design Pressure j, Metal Studs -550f OGq SECTIQN BBB Li MOMCTREVZED PR Cr REVSM as c n oyiv T vim the Flaaida as Wyk* with an Flarift Bu; lding Cube . papdft coax a,rio r3,a3rr.; 121 7- EOF a! coo+" iWq;de>ra 1ARDfESOFFtT CEMSOFFI7 ANEL INS7Al LA710t DETAILSEN,°ll+++ All installation shall be done in conformance with this Notice of AcceptanfrS anufacture s installation recommendations, and the applic bie sections of the Florida Building Code, Metal studs where HardieSoff Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of #his N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-S18" 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 (*or 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. Nails at 6" O.C. (typ.) 3/ 8" Minimum Edge Distance fastener, as ribed in Note 1 HardieSoffit, Cemsoffit 20ga; 3-5/8" X 1-5/8" 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. Creator. E_ Gonzales 2 SEE DETAIL. A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO A scaLE' 1!2" = 1'-0" DWG NO PNL- PLK-SOFF Date: 4/24/2013 ISHEET 11 01=12 REV 6.o0in. ib.uun, Cladding Framing 6.00in. pRODUCr REVISED 0 conoyb* v jjb the F6dift rp'a ucir Rs1J i a ]'in8 wkb tso Fib+ 3r// 47 elf' AwA4CCV43=V No 14 i1Q'a 8y' Iv>i : ldudc ocQau Cv mol ` r SSIONP e NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. y 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 CONSTRUCTION DIAMETER X 1,-1/4 " LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE ® Fontana, CA 92337 STUDS Phane:909-356-6300 SIZE FSCM NO OWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE V = 9' 8" Date: 4/24/2013 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 BCIS Home Log In User Registration Hot Topics Submit Surcharge j Statr &Facts Publications ? FBC Staff BCIS Site Map i Links Search ApprovalProduct USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived 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 mm 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 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=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 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 Q4 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.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 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: E safe http://-,A,ww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Certificate of Authorization No. 29824 E E K 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (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.aluminumcoilsinc.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 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. 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. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. 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. 7. 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. TCREEK ALUMINUM COILS, INC Soffits9r?- TECHNICAL 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. 16" FULL VENT 1G" CENTER VENT 76" SOLID PANEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels 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" FULL VENT 12" CENTER VENT. 1Z'SOLID PANEL 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. T CREEK 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 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. y1tIlIII S, G......... rv's ?'Fs2017.06.06 No 74021 l 15 :48:16 04' 00' 0 ' STATE OF : 41J0441 T' P.•: Zachary R. Priest, P.E. R Florida Registration No. 74021 4J. /ONA. Organization No. ANE9641 l CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 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. 3 P. CREEKIst 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 T Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location 1 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. s rxv5 a CREEK TECHNICAL SERVICES. LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Location Location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems 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 psl) 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 0.072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail 40.0 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 0.072-inch dia. x min. 1/ 4d48- 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail space 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 l 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/ 48 16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail is 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. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel' Wall Connection - Eave Connection System Panel MDP No. Width psfl ` Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. 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 16 inch Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 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 164nch 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- 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each panel lap inch head spaced 12-inch o.c. Max. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced max. 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 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 25.6 inch o.c. O.C. 3/16-inch head dia. trim nail spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 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 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. CREEKL Y<. 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- 43.3 16-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- 1o. -inch leg staple spaced 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood aincho.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. inch head spaced 16-inch o.c. Approved Systems for 166inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel 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 Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. 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 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. A 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 Psfl Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap 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 24F-1 Max. Wood inch crown x 1-inch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 80/-9012-inch diamond pattern in min. 2.25- inch x 7d ring One (1) min. 1.75-inch leg staple spaced 8- inch o.c. 3/16-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 g1/4- a. One ( 1) min. 1.75-inch x 24F- 2 Max. Wood inch x 11 ga. smooth shank anchored to rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801 12- inch roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch leg staple spaced 8- 3/16-inch head spaced 76. 6 16- inch o.c. inch ring shank x 0.072-inch diameter inch o.c. 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. 5l8- anchored to each panel lap inch crown x 1-inch 072- inch diameter. 080/ 24F-3 12 inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. g76.6 spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced inch rina 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 Paqe 5 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. n a'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 Na Width pso Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap 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 inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 Max. Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 16-inch 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. ALC 15001.2 FL12194-R5 Page 6 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. L H 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 t Channel AtAttachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap 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. A 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 pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment - 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 inch x 7d ring shank leg staple spaced Nominal 1x2 nail straight -nailed 12-inch o.c. No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. 1/- One (1) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg into the end of the batten or two (2) lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75- leg staple spaced 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- inch x 0.072-inch 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side diameter finishing 24-inch o.c. 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 inch x 7d ring shank the nailer of eachNominal1x2 No.2 SYP Three (3) 18 nail straight -nailed through the rafter female lock or spaced 16-inch o.c. One (1) 18 ga. %- One (1) min. 1.75-inch anchored to ga.1/4-inch crown leg into the end of the securing each panel inch crown x 1-inch leg staple spaced x 0.072-inch diameter 24J-2 Max. 16-inch rafter with one 1) min. 2.25- x 1-inch 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 ring shank nails toe- One (1) min. 1.75- securing each panel 3/16-inch head spaced 16-inch o.c. shank nail inch o.c. nailed on either side inch x 0.072-inch lap 24-inch o.c. 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 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. i TECHNICAL SERVICES, LLC CREEK 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 Mill, 'r:. 197" RAJ.+ J-na:l.l orr .; r.ul. nr.,_7.1. Wi l'Al. Iliifl ASCIA SLIT' BOARD FASCIA TRIM WI 12F-3 & \ ^- SOFFIT I II ---"FCHA N L( OVCf HANrWIDTH VARIES) e_ or 'i7,ouk :V4,11. STAPLE SOFFIT TO FASCIA BOARD #T50 318" X 318" STAPLE 16" O.C. FASCIA LIP 1 /4" TPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-135 Page 1 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=t TECHNICAL SERVICES, LL,C System No. I Installation Detail: " 12 F-2 3/4' X 1 /4" "'o CROWN STAPLES' USING A DIAMOND PATTERN I F'" CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE 1-3/4" TRIM NAIL) PAINTED S.S. 48' D.C. ALUMINUM COILS, INC Soffits Appendix B J!/ i (- / rAMN SOFFIT STAPLE OPEN RAFTER sTAPUS u DIAMOND PATTERN jIt i DETAIL 3/e' BETViEH J FACIA BOARD yy! FASCIA GAP 1 l 1 I 3/,4" X 1 /4" CROWN Air FACIA BOARD PSTAPLE "8" ON CENTER AINTE TRIM NAIL dINTEO 5.5, SOFFIT -max. 12'-inch gpai1 FASCIA CAP 3/4" X 1/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 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. w,• CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER _ 3,a• steal.[sAPU$ SOFFIT STAPLE GIST DIIATMn'OND PATTERN DE FACIA BOARD t, a,e ecr+ienJl1ULES a 3/4" X 1/4" CROWN STAPLE "24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 ALC15001.2 3/4" X 1/4' GROWN 1-3 4" TRINE NAIL FACIA BOARD STAPLE *8' ON CENTERLi —CHANNEL 1-3/4' TRIM NAIL PAINTED S.S, screwed Lo 60ML with one(l) 98 x PAINTED S.S. 48" FASCIA CAP IN x- ;3/8" head O.C, d{ameter screx, 3/4" X 1/4" 1 0 C. CROWN STAPLE SOFFIT —max. 12 inch span, WOOD OR BLOCK SOFFI.T.. & FASCIA SUBSTRATE D ETAI L FL12194-R5 Paqe 3 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 throuOhout 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. Lfr µs;° .zt ' CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i 1 J' TRIM NAIL FASCIA BOARD PAINTED 5.5. FASCIA CAP SOFFIT I'q' CROWN STAPLE OPEN RAFTER FASCIA BOARD l; GA E!G' 1NLiL -- 161F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA 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. s TECHNICAL SERVICES, LLC CREEK System No. I Installation Detail 16 F-3 Min. %/° .head, diva. nail with rain., 1!4 engagement.( for wocd._ substni.te) or min; 0-A17" dia.. T'-mail. or atub nail with ruin. 51 3" erigageinent(for concrete, or hloc,9c. - i5str:i ) r;;,ac 'd :a'a n-A'ed aho ve . FASCIA SLIP BOARD FASCIA TRIM SOFFIT OVERHANG WIDTH VARIES) CHANNEL FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. 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 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 B System No. Installation Detail 3/01 DETWEN SOFFIT STAPLEtOPENRAFTER. 1 STIES DIAMONDPATTERN 3/4" X 1/4' 1It D, CROWN STAPLES I USING A DIAMOND —.. _3/0' KYVECRj STAPLES PATTERN FACIA BOARD FASCIA CAP 16F-4 FACIA BOARD 1 3/4" X 1/4' CROWNJS.S. STAPLE W ON CENTER 1-3/4" TRIM NAIL P' F' CHANNEL CAN BE PAINTED 8.8. 46IN.STALLED WITH THE FASCIACAP OC. NAILING FLANGE UP OR 3/4" X 1/4." DOWN CROWN STAPLESOFFIT—inax. 11-inch span. WOOD SO 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. J1,rCREEK 1; TECHNICAL SERVICES, LLC System No. I Installation Detail I-q. ST USING A DI 16F-2 & PATTERN; RE] SOFFIT S 16F-6 DIAMOND PA F" CHANI f WC I SUBSTR, AFTER BOARD CAP; REFER FIT & FASCIA MAX. 16" I' T PAI ALUMINUM COILS, INC Soffits Appendix B SOFFIT & FASCIA DETAIL 8„ \ SOFFIT STAPLE DIAMOND PATTERN BOARD CAP ROWN STAPLE ALC15001.2 FL12194-R5 Page 7 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. rCREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4" X 1/4° CROWN STAPLE "24" ON CENTER U.SING,A DIAMOND PATTERN! WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4- TRIM NAZI PAINTED S.S. 48" O.C. SOFFIT -max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE I 1-1 DIAMOND. PATTERN FACIA 90ABOARD4t. j ara BETWEEN/' I D ETAI L 1 f47N1.E5 J' l ASCIA CAP STAPLE X 1 /4" CROWN I' FACIA BOARDSTAPLE. "8" ON CENTER 1-3/4' TRIM.. NAIL PAINTED S.S. FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001.2 FL12194-R5 Page 8 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 TECHNICAL SERVICES, LL,C ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM NAIL _FASCIA BOARD PAfN1EQ. S.S, t 1"r4" CROWN "``•. , i \..>y.,, STAPLES \.. mot` - - Vim -^--FASCIA CAP USING A DIAMOND SOFFIT PATTERN: REFER TO SOFFIT STAPLE t CROWN STAPLE DIAMOND PATTERN DETAIL t I 1 TRIM NAIL FASCIA BOARDPAINTED5,5. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 I -XI" CROWN STAPLE FASCIA LAP: REFER TO SOFFIT &;FASCIA DETAIL 8 Nominal litho SYP Batten Anchored to _ SOFFIT; MAX, 24" 3 e \ F-CHANNEL Rafters with one 1d Ring Shank Nail at every Ratter WOOD SUBSTRATE t 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. z f CREEK TECHNICAL SERVtCE5, L.LC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i f }" TRIM NAIL FASCIA BOARD PAINTED 5.5. I-J" SMOOTH SHANKFASCIA CAP ROOF NAILS" Pk{" CROWN STAPLE 1 }" TRIM NAIL FASCIA BOARD PAINTED S.S. ``^,_ SOFFIT FASCIA 24F-2 & TDETAIL 24 F-5 1"r} GROWN STAPLE FASCIA CAP: REFER To SOFFIT i FASCIA DETAIL. Nominal I"x2- SYP Batten Anchored to SOFFIT,; MAX. 24" F-CHANNEL Rafters vith one 7d Ring Shank Nail at every Rafter WOOD SUBSTRAT€ ALC15001.2 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. A CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No: I Installation Detail 24 F-3 & 24F-6 I J" TRIM NAIL j FASCIA BOARD PAINTED S.5. 160A i" T-RAMS I '„ FASCIA CAP SOFFIT-----1 F FASCIA BOARD FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL SOFFIT & FASCIA DETAIL 1"+ CROWN STAPLE ALC15001.2 FL12194-R5 Page 11 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. AAtFCREEKTECHNICALSERVICES, LLC System No. I Installation Detail , 24J-1 & 24J-2 CROWN' STAPLES USING A DIAMOND PATTERN; REFER TO. SOFFIT STAPLE DIAMOND PATTERN DETAIL I }" TRIM NAIL PAINTED S.S. 1— Nominal i x 2" SYP battens Scabbed between ratters and J-CHANNEL secured with one (1) 7d rimy shank nail straight -naffed through the rafter into the end WOOD SUBSTRATE of the batten or two (217d ring sj anh, nails toe -nailed on either aide of the batiern at the battewtaner intersection CROWN STAPLE. SOFFIT; MAX, 24" CANTILEVERED RAFTER FASCIA BOARD FASCIA CAP; REFER TO SOFFIT b FASCIA, DETAIL T J. T PAI ALUMINUM COILS, INC Soffits Appendix B SOFFIT & FASCIA DETAIL SOFFIT" STAPLE DIAMOND PATTERN BOARD CAP ROWN STAPLE ALC15001.2 FL12194-R5 Page 12 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. 3 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, ll, 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. VLit 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 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 D;esi n Wind Pressure s.for,.8offits in.Ezposure` Mean B asic Win d5 eed m h Buildlrig` Type done Roof 120 130 140 150 160 170 180 190 200 Fler lit ft 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 1 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 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 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 1 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 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 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. ILA TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix C n Wind, Pressures, for Soffits in txposure.0 Building Mean Basic Wind..peed,m h Type Zone `" Roof' Hei ht ft 120 130 140 150 160 170, 18 190 no 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 4 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 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 72.9Enclosed Negative 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 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 5 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 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 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 4 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 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 46.7Enclosed Positive 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 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 5 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 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 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"UViridP:ressures-for Soffits in Exposure D Building" Mean Basic Wind S eetl m h Type one Roof 120' 130 1'40s 150 160 170 18q 190 200H_ el lit ft 72.22026.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 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 50.6 56.1 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 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 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC 15001.2 FL12194-R5 Page 4 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 3/8" F-Channel 3/8" 3/8" J-Channel I- 3 / 4" --+ 1/8" HEM T 3/4" 3/8" ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 3/8" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 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. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/8" 1/8" HEM 6"FASCIA i" 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 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 1 G" Q4 Soffit 0.15' T1P 0. 125, ryp ALC15001. 2 18"' BLANK` 3; / 8 PROFILE. oaooa ooa FL12194- R5 ALUMINUM COILS, INC Soffits Appendix D 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 12" T4 Soffit 3 1/8" ALUMINUM COILS, INC Soffits Appendix D 7/8"_ I_ 3 1/8" i _7/8"_ I_ 3 1/8" 1/2"// 1/2" 1/2" / 1/2" 1/2" 0000a 00 oaaaa 000 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 r.r _ Y^,f 5' 3 ,erg' c- °•r".yf- ''a'r" .s'' s `z ... <, `µi BCIS Home Login j User Registration t Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links I Search by a ORProduct Approval t; USER: Public User 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 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOOI@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 rmetzOO1@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://vA7ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 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.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 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to coverHip hingles 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 .r)dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: 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 Castallation Instructions. pdf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006. 3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter 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 . pdf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15. odf DesignPressure: N/A Other: F. F.L7006R9_ C CAC,_FM_Letter - ASTM_E. 108_letter ___. 5 3, odf Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.1)df FL7006 R9_II Roofino-Products-Leading=Edge Plus- Application- EN(1)pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006. 4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http:// www.floridabuildin(,.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgse7mYB d2b3 K6... 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 Nett Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: W 01 CJ editl Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Vie• + t' H, m; d t¥ -:• !, , . , •+ • — a z 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. Signed: Signed: g Brad Grzybou ski Duc T.rNduyen___ Managing Dtector Florida Regt;Tered 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 I KO-1 33-02-01 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matehaistesting@pricmt.com WebSite: http:/twvm,.pricmt.com 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 T r r111:0 I NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesting@pricmt.com WebSite:htp://www.pdcmt.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 six nails as show). El CFh4FNT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OFTHE SHINGLE. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: B13-621-5840 e-mail: materialstesting@pricmt.com WebSite:httc://www.pricmt.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 POORAPPLICATION 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. i 1; nrn TAPER CUT PRI Construction Materials Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstes6ng@pricmt.com WebSite: http:/Iwww.phcmt.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@pricmt.com WeoSite:http://www.pricmt.com Florida Building Code Online Page 1 of 2 tee. a x.`°""'a"r" e!'L°""""""atssaw.xw t 7ta,-, - f BCIS Home ; Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications ; FBC Staff BCIS Site Map Links Search j badl"No Product ApprovalGrillUSER: Public User Product ADDroval Menu > Product or Application Search > Application List > Application Detail E i«YaBY' XY jS' FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Testing Lab Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence N Warrior Roofing Manufacturing 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoofing.net Steven Crew Steven@WarriorRoofing.net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Roofing Underlayments Test Report PRI Construction Materials Technologies, LLC Keystone Certifications, Inc. 10/05/2019 Jesus Gonzalez, P.E. Validation Checklist Hardcopy Received FL2346 R5 COI PRI CMT Cert of indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By jiI 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=wGEVXQxAtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 am Documentation from approved Evaluation or Validation Entity >>-:Yes `. No '--'N/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 Products 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.pdf 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 Report.Ddf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Rei)ort.odf 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.pdf 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 Report.pdf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Rpport.pdf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nert 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: M 95 ';RR ERct - Cr% At Card Safe http://www.floridabuildinc,.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 VARRIORc ROOFING MANUFACTURING P. O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553-1734 + FAX (205) 553-1755 r 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 p 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 proper water 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. Type of Work: Description of Work: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: _ ! :2 -'36 I Documented Construction Value: S — Historic District: Yes No Residential Commercial Addition Alteration Rep ' Demo Change of Use Move Plumbing New Residential Cons ction Plan Review Contact Person: Phone: 407-323-7515_ Fax: 407- Property OwnlkEft Name Street:._ City, State Zip: Title: Clerical Phone: Resident of property? Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 City, State Zip:,, Sanford, FL 32772 State License No.: CF-0057881 Arch itectlEnginee r Information Name: Phone: Street: Fax: City, St, Zip: -- . E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT.: I certify that all of the foregoing information is accurate and that an work will be done in compliances with all applicable laws regulating construction and zoning. Signature of iywuer/Agent Date Print tJwnerlAgi. ent's Name Signature of Notary - State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID, 1/16I18 Signature of Conttactor/Agent Date A. Thomas Smith Hm CAutractor/Agent's Name Stgna re' i otary-State of Honda Date Me 0"1i, redith C Warn smtth NOTARY PUBLIC ATE OF FLORIDA Caton# GG13=9 Expires 8/21/2021 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: 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: 4 UTILITIES: WASTE WATER:. COMMENTS: Revised: June 30, 201 S ENGINEERING: FIRE: BUILDING: Permit Application 0-44 (, V-1 &-< Jt i/I(! l`r11 UNIVERCAL i. r : '' Lei 4 1 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Park Square Homes 5200 Vineland Road, Suite 200 Orlando, FL 32811 UES Project No: 0110.1700817.0000 Workorder No: 9353708-1 Report Date: 02/01/2018 UES Technician Aaron Warren Date Tested 01/25/2018 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Area Tested: Residential House Pad, Lot 148 Material: Native Reference Datum: 0 = Bottom of Footing Hand Auger Borings: Location of Auger Borings: Northeast Corner of Pad Was Building Pad Staked: N Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor General Description of Soils Encountered: 0-3' Tan Brown Sand; 3-4' Gray to Light Gray Sand; 4-T Brown Sand Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction N Pass or Fail 1 East Footing 0-1 ft 106.8 10.6 102.4 5.9 96 Pass 2 North Footing 1-2 ft 106.8 10.6 105.5 6.7 99 Pass 3 West Footing 1-2 ft 106.8 10.6 107.4 7.0 101 Pass 4 Southwest Corner of Pad (TOF) 1-2 ft 106.8 10.6 109.3 7.4 102 Pass 5 Northeast Corner of Pad (TOF) 2-3 ft 106.8 10.6 104.6 6.7 98 Pass Remarks: (TOF) 0 = Top of Fill 2446 Wax Wing Way To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 1 DESCRIPTION AS FURNISHED: Lot 148, WYNDHAM PRESERVE, as recorded in Plot 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 136 LOT 135 LOT 134 S 89'40'51 " W 40.00' 20,00' 20.00' LOT 148 1 5.00, 5.00 --_{ so' D 09 I J FORMBOARD FOUNDATION TOF- TOP OF FORM O O) ' n -FORM AVER4GE-29.93' O LOT 147 (3) p O r 5.00' 9k ryA;aE tig1aF 9ti7, ti0;oi I r 5.00, 25.00' 25.00' 10' UTIL.— ESMT. S 89"40'51 " W 40.00' LOT 149 ry`p'a ryLQ SETBACKS AS FURNISHED FRONT = 25'(•) REAR = 20' SIDE 5' (40' LOT) 7.5' (60' LOT) X IyING A Y10' (75' LOT) l F F SIDE STREET = 25' (60' 2 75' LOT) 50' PRIVATE ROAD) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 t SQUARE FEET PROPOSED = nNSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FEET FLATWORK FOUNDATION/PAD 1740 t SQUARE FEET PER DRAINAGE PLANS DRIVE 400/ 109 509 t SQUARE 40 200 = 240 f SQUARE FEET REAR PATIO 103 t SQUARE FEET r— = PROPOSED DRAINAGE FLOW AlALKS14F11;0`11 FEET FRONT PORCH DECK 72 t SQUARE FEET f SQUARE FEETLOTGRADINGTYPEASOD204611302176tSQUAREPOOLDECK %A DY CUENT • NOT FIELD VERIFIED PROPOSED FF. PER PLANS - 29.9' NOTE FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS PRONDED CRUSENMEYER-SCOTT OG ASSOC., INC. - LAND SURVEYORS u— 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P .PLAT PDL - KUNT ON LDC F • FIELD TW. • iYPSALOF REVERSE CWVATTRC iP. 01W PIPE vAt _ HT NOTES: 1. THE I/NOERSIG/•'D) GOES HEREBY CERTHI' 1NAT THR SURVEY NEE1S INE SOWPARDS OF PRACTla SET FORRI BY ME FLORIDA BOARD OFFLORILNADNPDSTWECODEPUR6WN1TDSECTION472.027, FLORIOA STAKES IR, . D10N ROD PGG PLANT COWWND CLRVATIRE CH • COWRETE M34MENT RAG. . RAOIAL PROiF3310lNL SURVEI'OR6 ,11N NIPPERS W CHIPRR SJ-17rtcEMBOssmWRNSUIMYORSSION4NRE .Vm ORIGINAL RVSED SEU, if US SURVEY 1NP OR COPIES 'VtE NOT V'WO. SET LP. la- M •/BLB 45. NR - IRhRADIAI 2. EW7. 7NIS SURVEI' WAS PREPARED iR0A1 TIRE RFORILAININ Fi1RNLSIlEO TO THE SURVEYOR. THERE WY RE ODRR RESMVP. VITIEST POIIIt PML PBIIm. RFF.W 66EGOMIHG CALL CALCU.ATEB IIC P COWRL9ENT IRA • PERMANENT REIFRL11cE VOMBOlT OR ONOE10ENTSATH T PR ERr' HAYS BEEN UNN1E0 UNI6S OBTFRWI6E SHOWN. BOlEFiT OF 11106E CERTIFIED TO AND SHOULD NOT BE AE11ED UPON BY ANY O114T! ENITTY CENIERLOE FF. FW9E0 FLOOR ELEVATIIBI NLO . NAIL L BESE BSL • WO-oillFi SETBACK LDE B. ROS SURVEY 6 PREPNIFO FOR THE 501E40111E)ISIONS SHOWN FOR THE LOOATION OF B/PROVEIIEIRS HEREON SHOIAD NOT BE USED TO RECORSTRUCT BOUNOUO' I/NEs. N . RIFM-rs-VAYDR 3040 E 7. BEMMG6. ARE BASED ASSIIVED 04NM1 AND ON ME LINE SHOWN AS BASE BEIAING (B.S.) N47KWAL G OOETIC VSMK'V' 6MTLRI of 192R, UNLESS OTNERMLSE NOTED. BER lit - DR.VNAGE TT, - UTILIT' QEL P A01 LOK FO" B. aEMTAON4 F SHOW ARE BASED ON 9. CERiW1"" 0, AVOgAl2A— Na 4,M vmc • — FENCE C/B . CpiCRETE BLOO` SCALE F-- 1 • - 20 —i DRAWN BY: MLT Nv._ P.C. - ODR DF CURVATIEB rO1MT OF TNKd1LY DESFRVTUM 2) CERRFlEO BY: DATEORDER PLOT PLAN 11-16-2017 5017-17 S L ARC LENGTH FORMBOARD FOUNDATONIELEVS. 01-26-18 511-18 Mr. C. - uM WARMG NORTH THIS BUILDING\PROPERTY DOES NOT UE W/THON 6f-A TH£ ESTABLISHED 100 YEAR FLOOD PLANE AS PER WW* 7 SCO R.LS t' IB01 ZONE -x- MAP / 12117CO090 F (09-28-0 ) 810Z 8 Z 83J CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: 735t2 Documented Construction Value: $ 4420 Job Address: 2446 Waxwing Way Historic District: Yes No Parcel ID: Lot 148 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 and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@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, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip. Winter Park, EL 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 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:.514 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 maybe 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 ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued` OWNER'S AFFIDAVIT: I certify that all of the fore Ding information is accurate and that all work will be done in compliance with all applicable laws regulati g s/6nstructiPn and zoning. signature of Owner/Agent Print Owier/Agent's Name Date Signattfre of Notary -State of Florida Date Owner/Agent is Personally'Known to Me or Produced ID Type of ID 2/27/2018 Si nature of ontractor/Agent Date Kevin Stine Print Contractor/Agent's Name oSignature to n ,1Jarw M." KELLY WEBSTER Notary Public - State of Florida Commission # FF 978034 o` My COMM. Expires Apr 4, 2020 Contractor/A]t r s z Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Gas Roof Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Envelope Leakage Test Report Blower Door Test) R402 4.'1.2 Compliance jurisdiction: Permit : °`Iq -351, job Information Builder; q2 a t(L'*tC I-Omel Community: Lot: Address: /-%ttl(r X We G. Un t: City; In c 2 State: Ft. Zip: '32 -7 - Air Leakage Test Results Passing results must be 7ACH(SO) or less Method for calculatimb fit- king It1me_ 1' 2"73 Z 5 x604C. - - 0 Retrieved From architectural`plans CFM( 50) Building Volume ACH(50)' IV Cade software calculated ASS FAl L 0 Field measured and calculated tester initials if ACH(50) is less than 3: A ventilation system is installed in the home and has been verified by tester. (Required) Certification of 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 exceeding7 air changes per hour in Climate -Zones t 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 elther individuals as,defined in Section 553.993( 5) or (7), F S. or individuals licensed asset 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 coln'ducting- 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 Liahtyea'rs.1t1c. phone:: (855) 438-1515 I hereby verify that the. above Air Leakage results are in accordance with the Sth Edition Florida Building Code Energy Conservation requirements Section R402.4.1.2, Climate Zone ) and Z. Gate of Vest: ' t Signature of Tester* tG a eJI Printed NameofTester: t.iCense/ Certification s#° L Issuing Authority: RESN.E.I Mr-t ,, Anamomm ML,,, New Construction Division. SUBTERRANEAN TERMITE TREATMENT CERTIFICATE BUILDERGUARANTEE Builder Park Square Homes Acet # 8011668 Treated Property Subdivision Wyndham Preserve Lot # 148 Street Address 2446 Waxing Way City, State;, Zip Sanford, FL 32773 Treatment Information Mar 20, 2018 Boracare Treatment Date Material Used This will confirm that the above referencedproperty was treated for subterranean termites on the treatment date indicated. MASSEY' SERVICES, INC. does hereby guarantee that the material used in the treatment, its concentration rate, method and application: comply in every respect with current regulations and the termiticide label as approved by E.P.A. and the State of Florida.. BY: Authorized Agent of MASSEY SERVICES, INC; NOTICE TO OWNER SUBTERRANEAN TERMITE, PROTECTION GUARANTEE REGISTRATION ACKNOWLEDGEMENT Your builder selected MASSEY SERVICES, INC. to provide the; subterranean termite protection on; your property. This protection. provides you with retreatment and repair coverage at no cost to you for one year from the closing date (which must be provided.. below). In addition, as a new owner, Florida L.aw, Chapter 482.227'F.S. and 5E-14.145.3 provides that you shall have the option of extending this guarantee annually after the first year for no less than four (4) additional years, provided the previous year's renewal has been paid. (For protection coverage on FHA/VA Mortgages, refer to HUD Form NPCA 99A & 99B). If you have any questions relating to this coverage, please call our Customer Care Department at 888-262-7739. I: acknowledge my understanding of the options available'to-me under the Florida Statues as outlined above, and by my signature below, I authorize MASSEY SERVICES, INC. to transfer the Subterranean Termite Protection Registration, currently in my builder's name, to: Name. ( please print) Mailing Address (if different from treated property.) City, State: Zip Home Phone ( ) Business Phone { ) Mobile Phone t } Email Address Signature Closing Date Financing ( check one) Conventional FHA/VA Other Massey. Services ... Expect More.., and Get Itl Certificate of Compliance for Termite Protection as required by Florida Building Code (FBC) 1816.1) A*us Authorized Signature 3117-0,0251.79 Business License # 2446 Waxing Way, Sanford, FL 32773 Address of Treatment or Lot/Block of Treatment CORPORATE OFFICE 03/20118 Date of Treatment 64405-2 EPA Registration # r OMB Approval No. 2502-0525SubterraneanTermiteProtectionBuildersGuarantee (ezp.05=/2018) obtain benefits.. ,HUD may not collect this information„and you are not required to complete this form; unless it displays a`currently valid OMB control number. Section 24 CFR 200.926d(b)(3) requires that,the sites for HUD insured structures.must be free of termite hazards. This Information collection requires a licensed Pest Control company to provide the builder a record of specific treatment information.in those cases when'Tany method other than useof pressure treated lumber is used for prevention of subterranean termite infestation: When applicable, form HUD-NPMA-99-B mustaccoinpany the form HUD=NPMA-99- A. Builders, pest control companies, mortgage lenders, homebuyers, and HUD as`a record of treatment for specific homes will use the information collected. The information is not considered confidential, therefore no:assurance of confidentiality is;provided_ This form is submitted for proposed (new) construction cases when prevention of subterranean termite infestation is specified by the builder or required by the lender, the architect, FHA or VA.. This form is to be completed by the builder. This guarantee is ssued;bythe builder to the; buyer. This guarantee is not to be considered as awaiver of, or in place of, any legal rights or remedies that the buyer may have against the builder. FHA/ VA Case No.; Location of Structures)(Street Address, or Legal Description, City;, State, and Zip): 2446 Waxing Way, Sanfordj EL 32773 Buyer' s Name: 1. U Pest `Control Company Applied Treatment (See HUD-NPMA 99i3 for treatment information) The undersigned builder hereby certifies that State licensed or othenvise authorized pest contracted to'treat the property at the location referenced above to prevent subterranean to the pest control company required the treatment materials and methods used to be in confc the pest control company listed on the attachment for further inform The builder hereby guarantees that,: if subterranean termite infestat a licensed or otherwise State authorized pest control company will- be without cost to the buyer. If permitted by;State,law, the buyer:m inspect the property one periodic basis and use EPA registeredprc guaranteeing such contracted work. The builder further agrees to r warranty period. This guarantee does not apply to:additions oralte treatment. Examples include, but are. not limited to, landscape anc termite hazards, or interfere with the control measures; If within the claim will be investigated by an unbiased expert mutually agreeabii disposition of the case. The non -prevailing party will pay the cost'o your State structural pest control regulato gency. All service' m Type of Service: 2: Builder installed Subterranean Termite Prevention Using Pressure Treated Lumber The builder certifies that.subterranean termite' prevention was installed using pressure treated lumbe lumber is in compliance with applicable building codes and'HUQ'requirements including Mortgagee`I sills as; a sole method of termite prevention is NOT acceptable and violates the requirements will aim by the buyer, the accepted asthebasis for sr -information, contact Attachments: Builder's Company Name: Park Square Homes Phone No.: Builder's Signature: Date:03l20118 New Construction Subterranean Termite Service Record OMB Approval No. 2502-0525 exp. 05/3012016) All contracts for services are between the"Pest Control Company and builder, unless stated otherwise, Section 1: General Information (Pest Control Com pany' Information) Company Name: Massey Services, Inc. Company Address`. 3210 Clay Avenue, Ste. C City: Orlando > State: FL Zip: 32804 Company Business License No 3117-6025179 Company Phone No: 800-854-5586 FHAtVA Case ' No. ,(if any). Section 2:; Builder Information' Company Name: Park Square Homes Phone No.: Section 3: Property Information` Location of Structure(s) Treated (Street Address of Legal Description, City, State, Zip): 2446 Waxing Way Sanford, FL 32773' Section 4: Service. information Date(s) of Service(s),; 03120/18 Type of Construction (More than one box may be checked) [K]Slab LjBasementCrawl then Check all that apply Q A. Soli Applied Liquid Temiticlde Brand Name of Termiticide: EPA Registration No:: Approx. Dilution (%): Approx. Total Gallons Mix Applied: Treatment completed on exterio yes o B, Wood Applied Liquid Termilicide Brand Name of Termiticide' Boracare EPA Registration Na.:64405.2 Approx. Dilution (%): 23 Approx. Total Gallons Mix Applied:2 F-] C: Bait System Installed Name of System: EPA Registration No.: Number of Stations installed: OP. Physical Barrier 5ystem.lnstalied ie of System: Attach Installation Information (required) Service Agreement Available? Ayes [:]No Note: Some state laws require service agreements to be Issued. This form does not preempt state law. Attachments ( List): Comments: Name of Applicator(s): Massey Services, Inc. Certification No. (if required by State Law):3536 The applicator has used a product in accordance with the product label and state: requirements, All materials, and methods used comply with state and federal regulations: Authorized Signature: Date: 03J29118 Warning: HUD will prosecute false claims and statements. Conviction may result In criminal and/or civil penalties. (18: U.S.C. 1001, 1010, 1012; 31 U.S.C. 3729, 3802) Form HUD• 1,11PMA-99-13(0872009) DESCRIPTION AS FURNISHED: Lot 148, WYNDIMM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. SETBACKS AS FURNISHED FRONT = 25'(*) REAR = 20' SIDE _ 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) O 2.5' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM Oil (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PANS G PROPOSED DRAINAGE FLOW \ 0 0 LOT GRADING TYPE A` GQ PROPOSED F.F. PER PLANS 29 9' Q0 BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 135 LOT 136 S 89040'51 " W REC. 1/2" I.R. I 40, 00' NO I. D. i LOT' 134 REC. 1/2" I.R. 4596 ry9, LOT 148 20.00' 3.5x3.5' 20.00' AC PAD El 14.0' 16.0' 5.00' COV'D. BRICK 5.00' 14 0' OM, C:) ONE STORYLOT147Q O o d L01 14.E rn RESIDENCE F.F.= 29.93' p O Q) 6.7' 5.00' t oI COV'D. NT4.0' BRICK r r 19.3' 5,00' BRICK BRICK WALK DR. 36.37' 25.00' 25.00' 10' UTIL. ESMT ,XP 6.00' P.C. _ _ 23REC, 'I/2" LR. - 5' CONC. WALK SET 1/2" I.R. NO I.D. #4596 ONLINE S 89040'51 " W 0.2' 40,00 OFF G 0 XAXTUN_C TrA Y 0 (50' PRIVATE ROAD) / elo PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 4,400 t SQUARE FEET FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK DRIVE 400 109 = 509 t SQUARE FEET FOUNDATION/PAD 1740 t SQUARE FEET WALKS 401200 = 240 t SQUARE FEET REAR PATIO 103 t SQUARE FEET FRONT PORCH DECK 72 t SQUARE FEET' SOD 20461130 = 2176 t SQUARE FEET POOL DECK N/A t SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT * NOT FIELD VERIFIED Y GYI?USENM 7_rEj?-AS"COTT & ASSOC., INC. - IAND SURvL, -rU ,, LEGEND - LEGEND - 5400 E. COLONIAL DR. OfLANDO, FL 32807 (407)-277-3232 FAX (407)-658--1436 P PLAT' P.O.L. POINT ON LINE NOTES:' LP. FIELDIRON PIPE TYP. P.R.C. TYPICALPOINTOF REVERSE CURVATURE I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF LR. IRON ROD P,C,C, POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUE C.M, CONCRETE MONUMENT RAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VATJD. SET I.R. 1/2' I.R../PLB 4596 M.R. V.P. m NON-RAD]AL WITNESS POINT 3, THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICT70NS REC. F.O.B. x RECOVERED POINT OF BEGINNING CALL CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.G.C. POINT OF CONMENF.EMENT P.R.M, PERMANENT REFERENCE MONUMENT p, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENTERLINE F.F. FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR ME SOLE BENEFIT OF THOSE CERRFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N&D NAIL , DISK B.S.L. B.M. BUILDING SETBACK LINE BENCHHARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY ONES. P/WESMI". RIGHT-OF-WAY EASEMENT B.B. BASE BEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.S.) DRAIN. DRAINAGE B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9. CERTIFICATE OF AUTHORIZATION No. 4596, CL,FC. =CHAIN LIMY. FENCE VD.FC, WOOD FENCE CZ CUNCRETC BLACK PC_, = POINT OF CURVATURE P.T, POINT OF TANGENCY CERTIFIED BY: DESC. DESCRIPTION R = RADIUS L = ARC LENGTH D < DELTA C = CHORD CB, CHORD BEARING NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN -- -- -- --- 1HE' ESTABLISHED1O0 YEAR FLOOD PLANE AS PER -FIRM" TO X. "RUSENM_ R, P.L.S. H 4714 JAM SCOTT, R.LS 4801 ZONE X. MAP j 12117CO090 F (09-28-07) SCALE r--- 1" - 20 — :I DRAWN BY: MLT DATE ORDER No. PLOT PLAN 11-16-2017 5017-17 FORMBOARD FOUNDATION/ELEVS. 01-26-18 511-18 FINAL/ELEVS, 04-26-18 2524--18