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2622 Green Swallow Way 17-3647; NEW SFHTHIS INSTRUMENT PREPARED BY: Name: Michelle Parkison Address: _ 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. Parcel ID Number. 17-20-31-502-0000-2370 GRANT NALO'r? S--MINGLE COUNTY CLERK OF CIRCUIT COURT L COMPTROLLER SK 9053 Ps 1097 (1Pss) CLERK'S Y 201BOO2116 RECORDED 01/05/2018 03:44:13 Pig RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvement will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 237 Wyndham Preserve Plat Book 81 / Pages 93-102 2622 Green Swallow Way Sanford, FL 32773 V ' 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 (d other than'owner fisted above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A ti. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1 MID= Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number. Address: 8. In addition, Owner designates of to receive a copy of the Llenoes 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 dt ferent date is specl8ed) 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. Vishaal Gupta, Executive Vice President M t Name and Fr&Me stwwwe rds once) State of r:C c , County of C'*3 C1C.'-'a.P The foregoing Instrument was acknowledged before me this _ by who has produced Identification 0 type of Identification prodw MICIIELLE PARKISW 3dd+ant Public- state t3ordaItGG157861 aMaym,dS#Naresa omn 1. I f) -, co 4 COUNTY OF SEMINOLE IMPACT FEE STATEMENT J STATEMENT NUMBER: 18100000 DATE: January 08, 2018 D a 41 1 BUILDING APPLICATION #: 18-10000027 BUILDING PERMIT NUMBER: 18-10000027 O UNIT ADDRESS: Green Swallow Way 2622 17-20-31-502-0000-2370 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUP: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: Park Square Enterpris"s LLC ADDRESS: 5200 Vineland Road, Suite 200 ORLANDO FL 32811 LAND USE: Wyndham Preserve TYPE USE: WORK DESCRIPTION: CITY-SANFORD- SPECIAL NOTES: 2622 GREEN SWALLOW LANE/ WYNDHAM PRESERVE LOT 237 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou ing 705.00 1.000 ROADS dwl unit 705.00 N/ACOLLECTORS HouWg .00 1.000 FIRERESCUE R // dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housing• 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Sin gle ngleFamily HouAAng 5,00.0.00 1.000 dwl unit 5,000.00 ARKS LAW ENFORCE N/A 00 00 DRAINAGE N/A AMOUNT DUE 5,759.00 STATEMENT Wz> rfcRc RECEIVEDBY: IILJJXJrr111` 1 'J SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT ^V 2- FINANCE 4-LAND MANAGEMENT V NOTE** A PERSONS ARE ADVISED THAT T{IS IS A STATEMENT OF FEES DUE UNDER THE JY SEMINOLECQUNTYROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALFTMAR FROM THE PLAN IMPLEMENTATION OFFICE: 1101 i0FFIMT_9TRE 7_,_L1 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 ',OP 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 CALC.'ULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. THIS INSTRUMENT PREPARED BY: Name: Michelle Parkison Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. GRANT SrMINOLL COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER SK 90-5" Pa 1097 (1F'3s) CLERK'S t 2018002116 RECORDED 01/0 5/2018 03:44:13 PN RECORDING FEES $10.0A RECORDED BY iidevore Parcel ID Number. 17-20-31-502-0000-2370 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 237 Wyndham Preserve Plat Book 81 / Pages 93-102 2622 Green Swallow Way Sanford, FL 32773 GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 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 (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name. Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J 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: Address: 8. 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. 4It 1446. " signature of Owner owns or Lessees AulhoAied Oftl -/Me gar) State of c!' ,_ County of The foregoing Instrument was acknowledged before me this _ by \ o, \ (_—, t . LTC who has produced identification 0 type of Identification produr MICHELLE PARKISONN:r v" • Public - State of Floridat• : Rotary 157861Com ia10, My comm Expires Nov 5.2021 aZiM . •' 9Wded Usotldt Ne1bb Notary Assn. Vishaal Gupta, Executive Vice President Print Name and Provide Signatory's Title/Olfioe) 11\41r' CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 11-3('041 Documented Construction Value: $ v Job Address: 2622 Green Swallow Way, Sanford 32771(Lot 237) Historic District: Yes U No U Parcel ID: 17-20-31-502-0000-2370 Residential © 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: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Email: mparkison a0parksquarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information 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: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE NRECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN . O FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF ` Q COMMENCEMENT. ? Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i1 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 7 0. 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 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 D e Vishaal Gupta Print Owner/Agent's N Signatu a of Notary -State of Florida D to MICHELLE PARKISON dro` . r• :. Notary Public -Stale of Florida ft3 J• 3 mission Exr s Nov155, 61 n t t44 .%` yComm. Expires N5, 202t Owner/ en4°is`' ennP@WSt I'i'1 ''1 1h1 Me or Produce ype o [ Signature of Contractor/Agent to Vishaal Gupta Pnnt Contractor/Age s Name Signature f Notary -State o lorida Dat V 0, MICHELLE PARKISON Notary Public - Stale o1 Florida Commission # GG 157861 f, My Comm. Expires Nov 5, 2021 r.` dnnderl lhrotyh National Nofary'.. Contractor/ Agent is Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [ [ Electrical R Mechanical© Plumbing® Gas[-] Roof Construction Type: 4t) Occupancy Use: 123 Flood Zone: k - t' Ar_NE0 Total Sq Ft of Bldg: 2(-, 81-I Min. Occupancy Load: I L1 # of Stories: 1 New Construction: Electric - # of Amps I SO Plumbing - # of Fixtures %q Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: COMMENTS: ENGINEERINGyKTL 1-2-20, FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 44.4 Of* thme. M Wro" - f , C4-pp— BUILDING: SF t-3t-IR Revised: June 30, 2015 Permit Application q ;__7 CITY OF SANFORD BUILDING 8t FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 126,502.00 Job Address: 2622 Green Swallow Way, Sanford 32771(Lot 237) Historic District: Yes No Parcel ID: 17-20-31-502-0000-2370 Residential ® Commercial Type of Work: New 0 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: mparkison0parksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 407-529-3000 Resident of property? : Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 No Phone: 407-529-3000 Fax: 407-529-3001 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: Eng./ PO Box 530783, Deba(y FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 2 Signature of Owner/Agent e Vishaal Gupta Print Owner/Agent's Na Signatu a of Notary -State of Florida D to ERen MICHELLE PARKISON Notary Public - State of Florida mission # GG 157861 J;Comm. Expires Nov 5.2021 Owner/8mft8mftV%t3tt 1 f 5 Me or Produc ype o ID Signature of Contractor/Agent to Vishaal Gupta Print Contractor/Age s Name 221 Signature f Notary -State o lorida Dag 2b MICHELLE PARKISON Notary Public - State of Florida p Commission # GG 1578611 1tl My Comm Expires Nov 5, 2021 Contractor/Agent is BnMed Wuuth Naliawl Nolaryl sn. 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, Fire Sprinkler Permit: Yes No # of Heads Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: 0 IZ /6 WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application UP' 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: 2622 Green Swallow Way Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-2370 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFF C71AL S ONLY 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 11 The parcel is not in the: N 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# 17-3647 Reviewed by: Michael Cash, CFM Date: January 2, 2018 1111111111111111113111111111M 11111111 THIS INSTRUMENT PREPARED BY: Name: Michelle Parkison Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. Parcel ID Number. 17-20-31-502-0000-2370 GWINT i9fI 67, SEMINOLE COUNTY CLERK. OF CIRCUIT COURT & COMPTROLLER OK. 9053 P9 11097 ZIPss) CLERK'S Y 2018002116 RECORDED 01/05/2018 03:44:13 Pn RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvement well be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the following information Is provided In this Notice of Commencement. s' DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Lot 237 Wyndham Preserve Plat Book 81 / Pages 93-102 2622 Green Swallow Way Sanford, FL 32773 GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 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 (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1 MOC3J 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. Address: 8. In addition, Owner designates of to receive a copy of the Uenoes 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 1, 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. Synawre orOumer or l,auee'a wQtodzed Oli rMa 4M Vishaal Gupta, Executive Vice President Print Mama and Provide SIVWatys TItld0fte) State of County of C)rC.," The foregoing Instrument was ecknowiedged before me this day of by --aQ, G, . AQAC Name of pirson mono staeffav who has produced Identification O type of Identification produced: MICHEt1E PARKISON r'. ' "'sga018ry public - $late d FlOrtdalionIGGt578615, 2021MyComm• Ex#es Nov p a-,. Botdedtlaw tlatlot H• S• pv _tP 1 0 Application for Paved Driveway, Sidewalk or 0WalkwayIncluding Right -of -Way Use & F 1877- Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or • ' sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work Within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Rrowwkar.below. size and location of the existing right-of-way and use shall be provided or application could be delayed. CallbelIMPuaty 1. Project Location/Address: 2. Proposed Activity: Q Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of work: Construction of new driveway for new single family residence This application is submitted by: Properly Owner. Signature: Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 , Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.00m Date: It1Y111\CIIgIWC r\C.IF/VI101 YII11.117W 11 rVcn I I III RHO&IWII 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 Requestors expense and, if necessary, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law. Requestor agrees to defend, indemnity, and hold harmless the City, its counalpersons, 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 re and understand the above statement and by signing this application I agree to its terms. Signature: Date, Pre -pour Inspection by: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: This permit shall be posted on the site during construction. Please call 407.688.6080 24 hours in advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Date: Date: Date: t - Z • wuq Date: November 2015 ROW Use Driveway pGr LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name/an dappoint: 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): S-' The specific permit Wd application for work located at: Expiration Date for This Limited Power of Attorney License Holder Name: Vishaal Gupta State License Number: CRC1 Signature of License Holder: ! W Lt '— 12/ 31 /17 STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this /'I- day of 20P 4, by Vishaal Gupta who is q(personally known tddme or who has produced as identification and who did (did not) take aroath. Notary Seal) MICHELLE PARKISON t • .. Nolary Public - Slate of Florida Commission f1 GG 157861 My Comm• Eupires Nov 5.2021 g ! '.• ' ewauu uuaq Ng«w Naar ASSn Rev. 08.12) Signature Print or type name Notary Public - State of F1ior;c{0_ Commission No. [--r- 1=jaco I My Commission Expires: i1 Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 I Iillll IIIII IIII! IIIII !IIII illll IIII IIII GRANT MALOY? SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER 81', 8965 Paz 14-4-10 (41`90 CLERK'S t 2017078301 RECORCED 133/0'7/2017 09:40:53 AM DEED DOC TAX 825,116.00 RECORDING FEES £35.ti0 CORDED BY hdevnre SPACE ABOVE THIS LINE FOR RECORDING DATA]- - -- — SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, .by reference hereto, shall'not serve to reimpose same. Book8965/Page144 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of. U Print Name:Sa.le es c- (yl Pa ipe— Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: (14 Ro'Vert tkiss Authori epresentative The foregoing instrument was acknowledged before me this 2 7 — day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LLC, a Florida limited liability company, on behalf of said entity. He is personally known to me or has -produced aaNALoTROMaen WCOMMOMMMMOf—' yW' D IRfs Y y 13 2010 aoid dnwMeun eudr.AM Book8965/Page145 CFN#2017078301 Notary Public, tate of on Seal) Page 2 of 4 http://officialrecordsbv.seminolecierk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lou 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Page146 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk-.orgBrowserView/ 8/24/2017 l Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # n - 2 t-,4 -7 Address: ZG Z.L C-2gt--) SwA%4-3--) BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 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 ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond' 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final pll.M6[NG PERMIT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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 237 Madrona A RHG - S Builder Name: One Stop Cooling and Heating Street: 2622 Green Swallow Way Permit Office: Cit Of Sanford City, State, Zip: Sanford , FL , 32773 Permit Number: , 7 - 3 6 4 7 NFORDSSA Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) flTiA 1. New construction or existing New (From Plans) 9. Wall Types (2128.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ft2 b. Frame - Wood, Adjacent R=11.0 340.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (2091.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 2091.00 ft2 6. Conditioned floor area above grade (ft2) 2091 b. N/A R. ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(276.0 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 418.2 a. U-Factor: Dbl, U=0.55 150.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 34.8 SEER:16.00 c. U-Factor: Dbl, U=0.54 30.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 34.8 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.618 ft. Area Weighted Average SHGC: 0.234 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2091.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.132 Total Proposed Modified Loads: 61.14 PASSTotalBaselineLoads: 64.54 1 hereby certify that the plans and specifications covered by Review of the plans and F HE Srgr this calculation are in compliance with the Florida Energy specifications covered by this 0 Code. calculation indicates compliance rFO y,,, • Austin Toth`Oigitallysigned byAustin Toth Oate.2017. 12.0808:45:11 with the Florida Energy Code. r .• f cur„ ;.:;. r. r „ O 05'00 PREPARED BY: Before construction is completed o DATE: this building will be inspected for c9 a compliance with Section 553.908 1 hereby certify that this bull ' g, a designed, is in complian Florida Statutes. with the Florida Energy.de. COD W J E, OWNER/ AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requi e n by the air andler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1. Compliance requires an Air Barrier and Inst ation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage an 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 On for whole house. 12/8/2017 8:42 AM EnergyGaugeO USA - v5.1 - 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 237 Madrona A RHG - S User Park Square Homes 1 One Stop Cooling and Heatin City Of Sanford 691500 Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 2091 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Street Address Lot # Block/SubDivision: PlatBook: Street: 2622 Green Swallow W County: Seminole City, State, Zip: Sanford , FL, 32773 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 2091 19446.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfiIID Finished Cooled Heated 1 Main 2091 19446.3 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 191.5 ft 2091 ft2 0.29 0 0.71 ROOF Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 2339 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2091 f12 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 2091 ft2 0.1 Wood 12/8/2017 8:42 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N Exterior Concrete Block - Int Insul Main 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 2 E Exterior Concrete Block - Int Insul Main 4.1 56 0 9 4 522.7 ft2 0 0 0.8 0 3 S Exterior Concrete Block - Int Insul Main 4.1 25 6 9 4 238.0 ft2 0 0 0.8 0 4 W Exterior Concrete Block - Int Insul Main 4.1 65 0 9 4 606.7 ft2 0 0 0.8 0 5 S Garage Frame - Wood Main 11 36 6 9 4 340.7 ft2 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated Main None 4 3 8 24 ft2 2 W Insulated Main None 4 2 8 8 21.3 ft2 3 S Wood Main None 46 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall OverhangJOmt10FramePanesNFRCU-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 N 1 Metal Low-E Double Yes 0.58 0.25 96.0 ft2 8 ft 0 in 1 h 0 in None None 3 e 2 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 e 2 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 s 3 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 s 3 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 1 ft 0 in 3 ft 0 in Drapes/blinds None 7 s 3 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 7 ft 4 in 2 ft 4 in Drapes/blinds None 8 w 4 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 W 4 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 393 ft2 393 ft2 50.5 ft 9.1 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2268.7 124.55 234.24 302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 34.8 kBtu/hr 1 sys#1 12/8/2017 8:42 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 34.8 kBtu/hr 1044 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 ftz DUCTS J Supply ---- Return---- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 418.2 ft Main 104.55 Prop. Leak Free Main cfm 62.7 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Heatin Feb Mar Jan Feb Mar rEpr I Ma Jun Jul May Jun f 1 Jul Au 41 AuJI Se Sep f Oct Oct Nov H Nov Dec XDec l Ventin [ t Jan [ ] Feb [ Mar lX] A r May [ Jun [ Jul Aug Se 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 ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 12/ 8/2017 8:42 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole uilding Performance and Prescriptive Methods ADDRESS: 2622 Green Swallow Way Permit Number: Sanford , FL , 32773 MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O 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 7 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). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individulas licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be 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. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)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 individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i), 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. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/8/2017 8:42 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software 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 (136C) 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 1000F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 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 atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall -be selected so that its -total capacity is not less than the. calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 1218/2017 8:42 AM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software 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. p R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 406F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI 2 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. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O 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 suiticent space, R-10 is allowed. 12/8/2017 8:42 AM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 2622 Green Swallow Way, Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ft2 b. Frame - Wood, Adjacent R=11.0 340.67 ft2 1 c. N/A R= ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 2091.00 ft2 2091 b. N/A R= ft2 Area c. N/A R= ft2 150.00 f12 11. Ducts R 112 a. Sup: Attic, Ret: Main, AH: Main 6 418.2 96.00 ft2 12. Cooling systems kBtu/hr Efficiency 30.00 ft2 a. Central Unit 34.8 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 3.618 ft. 0.234 Area 14. Hot water systems 2091.00 ft2 a. Electric ft2 ft2 b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final in . n. Otherwise, a new EPL Display Card will be completed based on installed Cod ompli t features. Builder Signature: Date: Address of New ome:, oA City/FL Zip: kBtu/hr Efficiency 34.8 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat of qHB S7-4 Note: This is not a Building Energy Rating. If your Index is 6elow 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. 12/8/2017 8:42 AM EnergyGauge® USA - v5.1 - 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 237 Madrona A RHG - S Builder Name: One Stop Cooling and Heating Street: 2622 Green Swallow Way Permit Office: City Of Sanford City, State, Zip: Sanford , FL, 32773 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 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring- Batt insulation shall be cut neatly to fit around wrong 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 12/8/2017 8:42 AM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summary 04iOP Entire House One Stop Cooling and Heating 7225 Sardscove Coot, Winer Park FL 32792 Phore: (407) 629 - 6920 Fax. (407) 629.9307 Web: www.OreStopCoohrg com License CAC032444 For: Park Square Homes 2622 Green Swallow Way, Sanford, FL32773 Notes: Job: Lot 237 Madrona A RHG - S Date: 05/23/2017 By- LF/RI Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 68 OF Inside db 74 OF Design TD 26 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22237 Btuh Structure 20824 Btuh Ducts 2223 Btuh Ducts 4595 Btuh Central vent (0 ckn) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 24459 Btuh Use manufacturers data n Rate/swin multiplier 0.97 Infiltration Equipment sensible load 24759 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 3179 Btuh DuctsCe 950trnralvent (0 cfm) BBtuh Heating Area Cooling none) ft2) 2027 2027 Equipment latent load 4134 Btuh Volume ( 1`13) 18853 18853 Air changesfiour 0.41 Equiv. A 129 0. 21 Equipment Total Load (Sen+Lat) Req. 28893 Btuh cfm) 66 total capacity at 0.75 SHR 2.8 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6036H1 Cond 4TWR6036H1 AHRI ref 7562981 Coil TEM6AOC36H31++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 26100 Btuh Heating output 33000 Btuh @ 470F Latent cooling 8700 Btuh Temperature rise 0 OF Total cooling 34800 Btuh Actual air flow 0 cfm Actual air flow 1160 ctrn Air flow factor 0 cfm/Btuh Air flow factor 0.046 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 = 34 OF Backup: Input = 7 kW, Output = 24790 Bluh,100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ti " wrightsoft' 2017-Dec-080836A7 Comlon Binder by W dgtbod 18 0 04 RSLI30040 Page l Madrora A RHG - S1Lot 237 Madrore A RHG - S.rnp Catc = MJ8 Buldirg laces: S ENERight-J® Worksheet N...._. .P Entire House One Stop Cooling and Heating 7225 Sardsoove Cout. Winter Padc, FL 32792 Phone (407) 629 - 6920 Fax: (407) 629.9307 Web. wwwOneStopCoolirg com License. CA0032444 Jab: Lot 237 Madrona A RHG - S Date: 05/23/2017 By. LF/RI 1 Room name Entire House STUDY 2 Ewall 1915 8 295 fi 3 Room height 93 It d 93 A heaVcool 4 Room dimension9 1.0 x 1615 It 5 Room area 20273 W 1615 tF Ty Coraucion number U- value BWFMz- n Or HTM Btuh4M Area ( 1) or perimeter (11) Load Btuh) Area 019 or perimeter (11) Load Btuh) Heat Cod Gross NrP/S Heat Cod Gross MRS Heat cool 6 13A-4ocs 4A5- 2om 4135- 21n 0. 143 0550 0540 ne ne ne 3. 73 1435 14A9 2. 90 22. 14 2359 521 30 8 483 0 0 1802 431 113 1398 664 189 28 0 0 28 0 0 104 0 0 81 0 0 11 13A- 4ocs 4A5. 2om 0. 143 0550 se se 3. 73 1435 2. 90 21. 42 237 30 169 8 631 431 490 643 121 30 91 4 339 431 263 643 4135. 21m 485- 21m 11 DO 0. 540 0540 0. 3W se se se 14. 09 14. 09 10. 18 24. 09 13. 67 1227 6 8 24 0 16 24 85 113 244 145 109 294 0 0 0 0 0 0 0 0 0 0 0 0 TE 13A- 4o s 4A5. 2om 0. 143 0550 9w sw 3. 73 1435 2, 90 21. 42 605 45 530 11 1979 646 1535 964 126 15 111 2 413 215 320 321 4135- 21rn 11 DO 13A• 400S 4A5- 20m 4A5.2omd 0S40 03W 0. 143 0550 OS80 9w star nw nw nw 14A9 10. 18 3. 73 1435 15. 14 2081 1227 2. 90 22. 14 27. 72 8 21 419 45 96 5 21 278 0 0 113 217 1036 646 1453 166 262 804 996 2662 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v I-- C L— f q 12B-0sm 0.097 253 1.81 339 318 805 575 0 0 0 0 1100 16B- 30ad 0. 3W 0. 032 n 10.18 0. 84 1227 176 21 2027 21 2027 217 1693 262 3565 0 162 0 162 0 135 0 284 D c F 22A-4)m _ 1.180 30.80 0.00 2027 192 58M 0 162 30 909 0 6 c) AED excursion 922 51 Envelope lossbain 18552 16644 2545 1861 12 a) Infiltration b) Room.venlik&n 3685 0 1331 0- 568 0 205 0 13 Internal gains: O= pam @ 230 5 1150 1 230 Applian0esb w 1700 0 Sublotal ( lines 6 b 13) 22237 20824 31131 2296 Less edernalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 261 216 14 Subtotal 22237 20824 3374 2512 15 Duct loads 10°/ 221/ 2223 4595 10% 22' % 337 554 Total room bad 24459 25420 3711 3067 Air required (dm) 0 1160 1 0 140 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wr` gF trsoftt- Comfort Buller by W rigfasolt 18 0.04 RSU30040 2017- Dec-080836:47Page 1 Madrore A RHG - SV-ot 237 Madrora A RHG - S.rto Calc = MA Buldirg faces: S ENERight-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove CorrL W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOreStopCoolirg com Lioerse: CA0032444 Job: Lot 237 Madrorta A RHG - S Date: 05/23/2017 By: LF/RI 1 Room name BTH3 BED3 2 3 Ewell Room height 55 A 93 A heatbool 145 A 93 A heatbool 4 5 Room fimensions Room area 9. 0 x 55 A 495 fF 1 A x 169.0 A 169. 0 fF Ty CorwLdon U•value Or HTM Area (f) Load Area OF) Load number BtuhAt n or perimeW (A) BWh) or perimeter (A) Stuh) Heat cool Gross NAS Heat cool Grass WP/S Heat cod 6 13A40rs 4A5. 2om 485. 21m 0. 143 0550 0540 ne ne ne 3. 73 1435 14. 09 2. 90 22. 14 23M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 13A- 40rs 4A5- 2om 0. 143 0550 se se 3. 73 1435 2. 90 21. 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5- 21n 415- 2hn 1tD0 0540 0540 03M se se se 14. 09 14A9 10. 18 24. 09 13. 67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G. 13A- 40c, 4A5- 2om 0. 143 0550 9w sw 3. 73 1435 2. 90 21. 42 51 0 47 0 176 0 137 0 135 15 120 2 447 215 347 321 485. 21m 11D0 13A- 40cs 0. 540 0. 390 0. 143 9w 9N nw 14. 09 10. 18 3. 73 2081 1227 290 4 0 0 1 0 0 56 0 0 83 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v I— 4A5.2om 4A5- 2omd 0550 0580 nw rwv 1435 15. 14 2214 27. 72 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C1213. 09N 11 DO 16B- 30ad _ 0. 097 0390 0. 032 n 2. 53 10. 18 0, 84 1, 81 1227 1. 76 0 0 50 0 0 50 0 0 41 0 0 87 0 0 169 0 0 169 0 0 141 0 0 297 cF 22A-Fpm 1.180 30,80 0.00 50 6 169 0 169 15 447 0 6 c) AED excursion 25 86 Envelope loss/gam 443 332 1250 1051 12 a) InAllration 106 38 279 101 b) Room venfitation 0 0 0 0 13 Internal gains: O=pants@ 230 0 0 1 230 Appliances/ other 0 0 Subtotal ( lines 6 b 13) 549 370 1529 1382 Lessextemal bad 0 0 0 0 Less ransfer Redistribution 0 7 0 15 0 10 0 21 14 Subtotal 556 385 1540 1403 15 Dud loads 10°/ 22% 56 85 10°/ 220/ 154 310 Total room load Air required (dm) 6t2 0 470 21 1694 0 1713 78 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. I&- rf wr`gMesoft- 2017-Dee-08083647 k Comton Bolder by W dgttsofl 18.0.04 RSLI 30040 Page 2 Madrore A RHG - S%Lot 237 Madrore A RHG - S no Calc - M18 Buldirg faces. S ONE Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardseove Coot. W irter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOneStopCoolirg tom License: CA0032444 Job: Lot 237 Madrona A RHG - S Date: 05/23/2017 By. LF/RI 1 Room name LDRY 2 3 Enxsed wall Room height 0 f1 93 If heaUrod 10.0 If 93 ft heat/ood 4 5 Room dmensons Room area 35 x 35 8 123 IF ID x 925 1f 925 (F Ty Construction number U-value BWFMF-°F) Cr HTM BWhRR) Area (fF) or Perimeter (Il) Load BWh) Area (fF) or perimeter (II) Load BWh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cod 6 11 13AAocs 4A5.2om 485-21M 13A•40s 4A5.2om 485-21rn 485.21n IIDO 13A4ocs 4A5- 2om 485. 2hn 11 DO 13A- 4os 4A5- 2Dm 4A5- 2ornd 12& Osa IIDO 168-30ad 0.143 0550 0540 0. 143 0550 0. 540 0540 0. 3M 0.143 OS50 0540 03W 0. 143 0550 0580 0. 097 0.3W 0.032 ne ne ne se se 9e Se se sw sw 9N 9w nw nw MN n 3. 73 1435 14. 09 3.73 14M 14. 09 14.09 10.18 3.73 1435 14. 09 10.18 3.73 1435 15. 14 253 10. 18 O.84 2.90 22.14 23M 2. 90 2142 24. 09 13.67 1227 2. 90 21.42 20BI 1227 2. 90 22.14 27.72 1.81 1227 1. 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 0 0 0 65 0 6 0 0 28 0 0 0 0 0 0 126 21 93 0 0 0 59 0 0 0 0 28 0 0 0 0 0 0 104 21 93 0 0 0 221 0 85 0 0 104 0 0 0 0 0 0 264 217 77 0 0 0 171 0 145 0 0 81 0 0 0 0 0 0 189 262 163 yl q D C F 22A- tpm 1.180 30BO 0.00 12 0 0 0 93 10 308 0 6 c) AED excursion 0 12 Envelope lossrgain 10 21 1276 1021 12 a) Infiltration 0 0 192 69 b) Room oentfilation 0 0 0 0 13 Internal gains: CocupaftL& 230 0 0 0 0 Applianassrbther 0 500 Subtotal (lines 6 to 13) 10 21 1468 1590 Less extemalload 0 0 0 0 14 15 Lessaarder Redistribution Subtotal Duct loads toe/ 22e/ 0 10 0 0 0 21 0 0 10'/ e 220% 0 312 1780 178 0 246 1837 405 Total room load Air required ( dm) 0 0 0 0 1 1958 1 0 2242 102 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t w` ge+tso*t- 2017-Dec-08 0836 47 4 f. Comfort 8ulder by W righsoft 18.0.04 RS1A0040 Page 3 Madrona A RHG - S`Lot 237 Madrona A RHG - S.rp Calc = MJ8 &ildirg faces, S ONE STOP Right-JO WorksheetST Entire House One Stop Cooling and Heating 7225 Sardscove Court, W irter Park A. 32792 Phore: (407) 629.6920 Fax (407) 629 - 9307 Web: www.OreStopCoofirg com Uoerse: CA0032444 Job: Lot 237 Madrona A RHG - S Date: 05/23/2017 By- LF/RI 1 Room name Kfr FOY 2 3 EVosed well Room height 0 ft 93 ft heatbool 55 ft 93 It heatbool 4 5 Room dimensorts Room area 245 x 105 ft 2573 tF 65 x 10.0 It 65.0 tF Ty Construction U-value Or HTM Area (w) Load Area (ff) Load number BbiFM +) Bbu n or perimeter (ft) Bbuh) or perimeter (ft) Bbuh) Heat Cool Gross N/P/S Heat Cool Gross NAS Heat Cool 6 13A-40cs 4A5.2om 0.143 0.550 ne ne 3.73 1435 2.90 2214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485-2hn 0540 ne 14.09 2359 0 0 0 0 0 0 0 0 11 13A-4os 4A5.2om 0.143 0.550 se se 3.73 1435 2.90 21.42 0 0 0 0 0 0 0 0 51 0 19 0 71 0 55 0 485.21rn 485-211m 1100 0540 0540 03W se se se 14.09 14D9 10.18 24.09 13.67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 8 24 0 8 24 0 113 244 0 109 294 13A-4ocs 4A5.2om 0.143 0550 sw sw 3.73 14.35 2.90 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485.21m IIDO 0. 540 0. 390 sw sw 14. 09 10. 18 20B1 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yJ L—_ 13A- 4ocs 0.143 rry 3.73 2.90 0 0 0 0 0 0 0 0 4A5. 2om O.SW nw 1435 22.14 0 0 0 0 0 0 0 0 4A5- 2omd 0580 nw 15.14 27.72 0 0 0 0 0 0 0 0 R D 12& Osw 11D0 16& 30ad 0. 097 02M 0. 032 n 253 10. 18 084 1. 81 1227 1. 76 102 0 257 102 0 257 259 0 215 185 0 452 0 0 65 0 0 65 0 0 54 0 0 114 CF 22A-4xn 1.180 3080 0.00 257 0 0 0 65 6 169 0 6 c) AED excursion 40 13 Envelope loss(gain 474 598 652 560 12 a) Infi trabon 0 0 106 38 b) Room wmlawn 0 0 0 0 13 Internal gains Om upartts@ 230 0 0 0 0 Applianoes' olher 1200 0 Subtotal ( Imes 6 to 13) 474 1798 758 598 Less ettemalload 0 0 0 0 Les transfer Redistribution 0 205 0 176 0 758 0 598 14 Subtotal 678 19741 0 0 15 Duct loads 68 436 10°/ 22°/ 0 0 Total room load Air required (dm) 746 0 24M 110 0 0 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. t- wrlghtsofe .. Comfort Bolder by W rightsoft 18 0.04 RS1A2017-Dec- 080836:47 0040 Pape 4 Madrore A RHG - Slot 237 Madrora A RHG - SAp Calc = M18 Buldirg faces: S ENE Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cont. W irter Park FL 32792 Phore (407) 629.6920 Fax: (407) 629 - 9307 Web, wwwOneStopCoolirg corn Licerse. CA0032444 Job: Lot 237 Madrora A RHG - S Data: 05/23/2017 By- LF/RI 1 Room name DW MWIC 2 3 Ecglosed wall Room height 0 ft 93 ft heat/ood 145 ft 93 ft heatl000l 4 5 Room dimenaons Room area 1.0 x 2320 ft 2320 fF 84) x 145 ft 116.0 W Ty Consauc6on number U-value ewtvw- 7 Or HTM SUN" Area (W) or perimeter (0) Load Bluh) Area (fF) or perimeter (ft) Load Bluh) Heat Cod Gross NIPS Heat Cool Gross NIPS Heal Cod 6 11 y/ I--G 13A-4ocs 4A5-2orn 485-21n 13A-40cs 4A5.2om 485.2bn 485.2hn 11 DO 13A-40ce 4A5.2om 485.21n IIDO 13A- 4ocs 4A5. 2om 4A5- 2omd 12B- 0sw 0. 143 0. 550 O. 540 0. 143 OS50 0540 0. 540 03W 0. 143 0550 0. 540 0390 0. 143 OS50 0. 580 0. 097 ne ne ne se se se se se sw 9w sw sw nw nw nw 3. 73 1435 14. 09 3. 73 1435 14D9 14. 09 10. 18 3. 73 1435 14. 09 10. 18 3. 73 1435 15. 14 253 2. 90 22. 14 23. 59 2. 90 21 A2 24. 09 13. 67 1227 2. 90 21. 42 20. 81 1227 2. 90 22. 14 27. 72 1. 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135 0 0 U 0 0 0 0 0 0 0 0 0 0 0 112 135 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112 503 0 0 0 0 0 0 0 0 0 0 0 0 0 0 283 390 0 0 0 0 0 0 0 0 0 0 0 0 0 0 202 L-- G R c--- D 11 D0 168- 30ad 0. 390 0. 032 n 10.18 0. 84 1227 1. 76 0 232 0 232 0 194 0 408 0 116 0 116 0 97 0 204 CF 22A-t m 1.180 30.80 0.00 232 0 0 0 116 15 447 0 6 c) AED excursion 9 19 Envelopelow/ gan 194 399 1329 777 12 a) Infiltralion 0 0 279 101 b) Roomvenblabon 0 0 0 0 13 kwmalgains: OccupantssCa 230 0 0 0 0 AppliaraestOw 0 0 Subtotal ( lines 6 b 13) 194 399 1608 878 Less exlemalload 0 0 0 0 14 15 Less vansfer Redistribution Subtotal Dud loads 1T/ 22°/ 0 0 194 19 0 0 399 88 10% W/ 0 0 1608 161 0 0 878 194 Total room bad Air required (dm) 213 0 487 22 1769 0 1071 49 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. r wr1-grstsoft- 2017-Oec-080836A7 r Comton Binder by Wrighsoft 18.0.04 RSLI30040 Pape 5 Madrora A RHG - SV-ot 237 Madrora A RHG - SAp Calc - MIB Bcildcrg faces: S ONE Right-JO WorksheetST Entitle House One Stop Cooling and Heating 7225 Sardsoove Court, Winter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOneStopCoohrg com License: CA0032444 Job: Lot 237 Madrorta A RHG - S Date: 05/23/2017 By- LF/RI 1 Room name METH Mrol 2 Fr- well 7A ft 6.0 ft 3 Room height 93 It heat/000l 93 ft heaftol 4 5 Room dimertsons Room area 1.0 x 1095 ft 1095 tF 4S x 6.0 ft 27.0 IF Ty C&wnxuon U-value Or HTM Area (tF) Load Area (tF) Load number BtuhW-+) Bhih" or perimeter (ft) Bwh) or perimeter (4) BWh) Heat Cod Gross NAS Heat Cool Gross WPiS Heat Cool 6 13A-4ocs 4A5.2Dm 485-21rn 0.143 0S50 0S40 ne ne ne 3.73 14.35 14D9 2.90 22.14 2359 65 0 4 61 0 0 228 0 56 177 0 94 56 0 4 52 0 0 193 0 56 150 0 94 11 13A-40cs 4A5.2om 0.143 0550 se se 3.73 1435 2.90 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485.2ftn 485.21rn 1100 0.540 0S40 0390 se se se 14.09 14.09 10.18 24.09 13.67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V eta 13AAors 4A5.2om 0.143 0.550 9N sw 3.73 14.35 290 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L----<o^ 4B5.21m 11 DO 13A-40rs 0.540 03W 0.143 sw sw rew 14.09 10.18 3.73 20B1 1227 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0550 rrw 1435 22.14 0 0 0 0 0 0 0 0 4A5.2(xd 05M nw 1514 27.72 0 0 0 0 0 0 0 0 R I-D 12&Osw 0.097 253 181 0 0 0 0 0 0 0 0 IIDO 168- 30ad 0390 0. 032 n 10.18 OB4 1227 1. 76 0 110 0 110 0 91 0 193 0 27 0 27 0 23 0 47 CF 22A-tpm 1.180 30.80 0.00 110 7 216 0 27 6 185 0 61 c) AED excursion 71 7 Ernetope loss/gain 591 453 457 285 12 a) Infiltration 135 49 115 42 b) Room ventilation 0 0 0 0 13 tMemalgairts: Ooarpants@ 230 0 0 0 0 Apptiantoesbther 0 0 Subtotal ( lines 6 to 13) 1 726 501 572 326 Less external bad 0 0 0 0 14 Lesstransler Redistribution Subtotal 0 0 726 0 0 501 0 0 572 0 0 326 15 Dud loads 10% 22% 73 111 10°/ 229% 57 72 Total room load Air required (dm) 799 0 612 28 J 630 01 398 18 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. PP- wr`ghtsoft- 2017-Dec-080836A7 rA Condon Bolder by Wrighlsoft 18.0.04 RS1R0040 Page 6 Madrore A RHG . S$Lol237 Madrore A RHG • S.rtp Calc = M18 BUldirg faces S Ns,, Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coup, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: vmwOreStopCoolirg oom License: CAC032444 Job: Lot 237 AAadrom A RHG - S Date: 05/23/2017 By. LF/RI 1 Room name MBED LATH 2 3 Evosed well Room height 40A A 93 A heavbool 175 A 93 A heafbool 4 5 Room dmensions Room area 145 x 17.0 A 2465 fF 18.0 x 115 A 207.0 tF Ty Conch don number U-value Bluw*9 Or HTM Bluh" Area (fF) or perimeter (A) Load 8Nh) Area (f) or perimeter (A) Load Stith) Heat Cool Grass NAS Heal Cool Gross N/PS Heat cod 6 11r, 13A-40cs 4A5.20m 485.21m 13A-40cs 4A5.2om 4B5.2fm 485.2Im 1100 13A-4ocs 4A5-2om 485.21n IIDO 13AAOM 4A5. 2om 4A5- 2omd 12B- 0sw 11 DO 16B- 30ad 0. 143 05W O. 540 0. 143 0. 550 0540 0. 540 03W 0. 143 0. 550 0540 03W 0. 143 0550 0580 0097 0390 0. 032 ne ne ne se se se se se sw sw sw sw nW nw rnv n 3. 73 1435 14. 09 3. 73 1435 14. 09 14. 09 1018 3. 73 1435 14. 09 10. 18 3. 73 1435 15. 14 2. 53 10. 18 O84 2. 90 22. 14 2359 2. 90 21. 42 24. 09 13. 67 1227 2. 90 21. 42 20s1 1227 2. 90 22. 14 27. 72 1b1 1227 1. 76 158 30 0 0 0 0 0 0 79 0 0 21 135 30 0 0 0 247 128 0 0 0 0 0 0 0 58 0 0 21 105 0 0 0 0 247 478 431 0 0 0 0 0 0 215 0 0 217 391 431 0 0 0 206 371 664 0 0 0 0 0 0 167 0 0 262 304 664 0 0 0 433 0 0 0 0 0 0 0 0 0 0 0 0 163 0 96 0 0 207 0 0 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 207 0 0 0 0 0 0 0 0 0 0 0 0 249 0 1453 0 0 173 0 0 0 0 0 0 0 0 0 0 0 0 193 0 2662 0 0 364 G G I y! q I-- D C F 22A-Ipm 1.180 30.80 0.00 247 40 1232 0 2D7 18 539 0 6 c) AED exansion 44 811 Envelope loss/gain 3601 2821 2414 4030 12 a) Infiltration b) Room ventilation- 770 0 278 0 337 0. 122 0 13 trttemalgains: 0ocupan5@ 230 Appliancesktw 2 460 0 0 0 0 Subtotal ( lines 6to 13) 4371 3559 2751 4152 14 15 lessederralload Lessrarsfer Redistribxmon Subtotal Dud bads I 10'/0 221/0 0 0 0 4371 437 0 0 0 35W 785 10°/ 22'/ 0 0 8 2759 276 0 0 17 4168 920 Total room bad Air required (dm) L 4808 104345 198 1 3035 1 0 5088 232 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wr` gt!=4 ft- 2017-Der>080836'47 Comfort Bulder by Wright9oA MOO RSU30040 Page 7 Madrore A RHG - StLot 237 Madrore A RHG - Snp Calc - mis Buldirg faces: S QNE ST Right-JO WorksheetTOP ..Entire House One Stop Cooling and Heating 7225 Sardscove Coin, W irter Park R. 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg com Licence: CAC032444 Job: Lot 237 Madrore A RHG - S Date: 05/23/2017 By. LF/RI 1 Room name BED2 BTH2 2 Exposed well 36.0 n 55 If 3 Room height 93 ftheatbool 93 ft Aeatbod 4 5 Room dimensions Room area 1 A x 1693 Il 1693 W 1.0 x 57.0 ft 57A fF Ty Cons"on U-value Or HTM Area (f12) Load Area (fF) Load number BtuhV-n B4tFMR) or perimeter (11) BWh) or perimeter (R) BLA) Heat Cod Gross NAS Heat Cod Gross N/P/S Heat Cod 6 13A-4ocs 0.143 ne 3.73 2.90 79 79 295 229 0 0 0 0 4A5-2om 4B5-21M 0.550 0.540 ne ne 14M 14.09 22.14 23.59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 14 13A-40cs 4A5.2om 0.143 055o se se 3.73 1435 2.90 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-21rn 44,2fm 11 DO 0.540 0.540 03W se se se 14D9 14D9 10.18 24.09 13.67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 13A-40s 4A5-tom 0.143 0.550 sw sw 3.73 1435 2.90 21.42 135 15 120 2 447 215 347 321 51 0 47 0 176 0 137 0 4W21m 11 DO 13A-4ocs 0540 03W 0.143 sw sw nw 14.09 10.18 3.73 20$1 1227 2.90 0 0 121 0 0 106 0 0 395 0 0 307 4 0 0 1 0 0 56 0 0 83 0 0 405.2om 0.550 nw 1435 22.14 15 0 215 332 0 0 0 0 CGG 4A5.2omd O580 nw 15.14 27.72 0 0 0 0 0 0 0 0 t-D 12B•O9w 0.097 253 1.81 0 0 0 0 0 0 0 0 11D0 16B-30ad 0.390 0.032 n 10.18 0.84 1227 1.76 0 169 0 169 0 141 0 298 0 57 0 57 0 48 0 100C F 22A-4xm 1.180 30.80 0.00 169 36 1109 0 57 6 169 0 6 c) AED excursion 160 25 Emodope loss/gain 2818 1993 449 345 12 a) In fitrAon 693 250 106 38 b) Room oentlation 0 0 0 0 13 Intemalgains: Ooorpartts@ 230 1 230 0 0 Appliiancesbiher 01 0 Subtotal (lines 6 to 13) 3511 2473 555 383 Lessedernal ball 0 0 0 0 14 Lesstrarder Redistribution Subotal 0 4 3515 0 7 2481 0 8 563 0 17 400 15 Dud loads 2/ 22°/ 351 547 10 Y 22°/ 56 88 Total room load Air required (dm) Vffil 01 3028 138 620 0 488 22 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wr`9rrtsotR- I Comfort Binder by W rigtlsotl 18.0.04 RS1A2017- Deo-080836:47 0040 Page 8 Madrore A RHG - S%Lot 237 Madrorta A RHG - S.rrtp Calc - M16 Buildirg laces S ciNA'' Right-JO Worksheet W Entire House One Stop Cooling and Heating 7225 Sards00%e Coot, Winer Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOne tcpCoolirgcom License. CA0032444 Job: Lot 237 Madrona A RHG - S Date: 05/23/2017 By. LF/RI 1 Room name 2 3 Ewan Room height 0 n 93 It heatkool 0 n 93 11 heattool 4 5 Room dmensons Room area 35 x 8A 8 28A W 35 x 8.0 n 28. 0 W Ty Unslnumber Btuh*nOr HTM BW1t4F) W) orapenmeeW (It) Load Bluh) orped eew (4) 81uh) Heat Cool Gross NIPS Heat Cool Gross NAS Heat Cod 6 11 f G 13A- 4ocs 4A5- 2om 485- 2 m 13A- 4ocs 4A5- 2an 485- 21m 485- 21m 11DO 13A- 4ocs 4A5. 2om 485- 21n 11 DO 13A• 4ocs 4A5. 2om 4A5. 2and 12B• Osw IIDO 168-30ad 0.143 0.550 0.540 0.143 0.550 0.540 0.540 0" 0. 143 0.550 0.540 0" 0. 143 0550 0. 580 0.097 O-W 0.032 ne ne ne se se se se se 9w sw sw sw nw nw nw n 3. 73 1435 14A9 3. 73 1435 14. 09 14.09 10.18 3.73 1435 14. 09 10.18 3.73 1435 15. 14 2M 10. 18 OB4 2. 90 22.14 2359 2. 90 21.42 24.09 13.67 1227 2. 90 21.42 20B1 1227 2. 90 22.14 27.72 1B1 1227 1. 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49 R D c F 22A- pm _ 1.180 3080 0.00 28 0 0 0 28 0 0 0 6 c) AED excursion 1 1 Ernelope Egan 23 48 23 48 12 a) Infiltration b) Room oermlabon 0 0 0 0 0 0 0 0 13 hWnalgains: Ooarpants@ 230 0 0 0 0 ApplWveshther 0 0 Subtotal (lines 61013) 23 48 23 48 14 15 Less ettemalload Less transfer Redistribution Subtotal Dud loads 10°/ 22°/ 0 0 23 0 0 0 0 48 0 0 10% 22'/ 0 0 23 0 0 0 0 48 0 0 Total room bad Air required ( dm) 0 0 0 0 0 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wr`gtitsofe 2017-Dec-080836:47 Comfort BuWer by W rigftsotl 18.0.04 RS1A0040 Pape 9 AUdrora A RHG - Stot 237 Madrora A RHG - S.r1p Calc - M18 Stildirg faces: S Duct System Summary ONIP-S. WEntire House COOYMO UIO O AT1110, ILG One Stop Cooling and Heating 7225 Sardsoove coot, W irter Paris FL 32792 Phone: (407) 629 - 6920 fax: (407) 629.9307 Web: wwwOreStopCoolirg com License: CA0032444 iLroject intormation For: Park Square Homes 2622 Green Swallow Way, Sanford, FL32773 External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.243 in/100ft 0 cfm 140 it Supply Branch Detail Table Job: Lot 237 Madrona ARHG - S ` Date: 05/23/2017 By. LF/RI Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.243 in/100ft 1160 cfm Name Design Btuh) Htg Cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 3028 0 138 0.271 7.0 Ox 0 VIFx 25.4 100.0 st1 BED3 c 1713 0 78 0.275 6.0 Ox 0 VIFx 23.5 100.0 SO BTH2 c 488 0 22 0.282 4.0 Ox 0 VIFx 20.5 100.0 SO 8TH3 c 470 0 21 0.282 4.0 Ox 0 VIFx 20.4 100.0 st3 DIN C 487 0 22 0.276 5.0 Ox 0 VIFx 23.3 100.0 SO GATH c 2544 0 116 0.243 6.0 Ox 0 VIFx 39.8 100.0 st2 GATKA c 2544 0 116 0.285 6.0 Ox 0 VIFx 19.4 100.0 SO Kfr c 2409 0 110 0.248 6.0 Ox 0 VIFx 37.2 100.0 st2 LMY c 2242 0 102 0.302 6.0 Ox 0 VIFx 17.5 95.0 st3 MBED c 4345 0 198 0.249 8.0 Ox 0 VIFx 36.6 100.0 st2 USTH c 612 0 28 0.253 4.0 Ox 0 VIFx 342 100.0 st2 Mrol C 398 0 18 0.252 4.0 Ox 0 VIFx 35.2 100.0 st2 MWIC C 1071 0 49 0.252 4.0 Ox 0 VIFx 35.1 100.0 st2 STUDY c 3067 0 140 0.280 7.0 Ox 0 VIFx 21.3 100.0 st3 Supply Trunk Detail Table Trunk Htg CA Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st3 PeakAVF 0 264 0.280 484 10.0 0 x 0 VinlFlx SO PeakAVF 0 377 0.271 691 10.0 0 x 0 VinlFlx st2 PeakAVF 0 519 0.243 661 12.0 0 x 0 VnIFIX wrightsoft' 2017-Deo-08083649 f1 •••• •- •-•.• -, .-, Comfort Bolder by W ripttsoft 18.0.04 RSIA0040 Page 1 Madrore ARHG - S%Lot237 Madrore ARHG . S.np Calc c M18 B ildirg faces: S Return Branch Detail Table Name Grille Size (in) Htg cfm) Gg dm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct MalTrunk rb1 Ox 0 0 1160 0 0 0 0 Ox 0 MFx wrightsoft• 2017-Deo-080836A9 Comlon Bolder by Wdgtbotl 18 0.04 RSLI30040 Page 2 ACCK g Madrorla A RHG - S LoI 237 Madrore A RFIG • S.nQ Cale = MA &ildug laces: S Static Pressure and Friction Rate Job: Lot 237 Madrona ARHG -S Date: 05/23/2017 ONE STfOP Entire House By: LF/Rl COOYMO YIO M t1100, NCB One Stop Cooling and Heating 7225 Sards000e coot, W irter Park FL 32792 Ptore (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOr eStopCoolirg cem 4cerse: CA0032444 Project• • For: Park Square Homes 2622 Green Swallow Way, Sanford, FL32773 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 Total• Supply Return ft) ft) Measured length of run -out 13 0 Measured length of trunk 27 0 Equivalent length of fittings 100 0 Total length 140 0 Total effective length 140 Supply Duds Return Duds Friction Rate Heating in/100ft) 0.243 >0.18 0.243 >0.18 Fitting Equivalent LengthDetails supply 4X--35,11 A=20,11 G=5,1 A--35,11 Gam: Total EL=100 Return TotalFl=0 t - wrightsoft• Z.-.-, Combo Builder by WrigNsolt 18 0 04 RSLI30040 A ...Madrors A RHG - S%Lot 237 Comfort A RHG - SAp Calc - M18 Buldirg laces. S Cooling in/100ft) 0.243 >0.18 0.243 >0.18 2017-Dec-08 0836 49 Page 1 Level 1 A----------------------- } I A RyeMaas 2 r - BED2 I / zMIJ I t .-MBED Av HOTIWZ _ AT ®ua ar.. 1 a r*3A9(190) \T90A000 ' 3ANV-3A9(790) emu i 10X8 20—• \ AI aocaaa as — aep " GATH AF '.~-10X1O A X 1 V l/ _ PF3 1 1O \ 198ch I8X4 __-_-- I \ eya I . im - C. 8X422crJL661j 1116ch Ox6 10x6 I A --- J---- ------ - 116 cfm 28 cimI16F F EF1 VTR Q'= 4 - l 611 / a' I EF1 VTR 12 A J MTOICRTAWJGJ31 8X4 BED3 10x 10 j 1 / .5•c r3JluoAoor 18cfrn loxs I \ I 10X % } F 22cfrn DIN LB62 A A EF1 VTR L i \ F I I 8X4 I 24x18 RA f- I I / '' ` FI w . 1 i 49cfm 10° I BTH3 i - 4 I er , 10X6 $ EF1 VTR X4\ -, I ,x KI 41. Q c 2 c4rri - 4' • — — — — Gfl_GFI6- GFlGFJ—GFI6 I nli y GFI I I g" 102c GF i MWIC 6' 1OX6 10k8 ff cy- F , 3AhV• 3A9(190) F Y w_LDRY 3TIAM1. 0Ja p, A A I \ ' GF LLDV VTR \ 11 11 II BED4 P 1 \ j9' ' ,TqoAooa 1F GFI 'LL" _ _ F L _L J p- GARAGE I 0 I EF1 0 CFM `Fan EF2 0CFMFan r------------------- EF3 I I EFL1 = 50 CFM Fan '\ I I EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — - — Thermostat 18/8 pT SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box n Cn z O Cry 0 ° '° Alt-11, squhn-t( iv,4,tFj fil.+4A0 JA— PL4*4 w YA)omq-l» 2r.-saTvg— I4L -, m4314l,—A/Z.A;1)-A6 r RECORD COPY advantage Plumoing, I; License # s C 8J % % vane Signature M I/ COPY DESCRIPTION AS FURNISHED: Lot 237; WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. i. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 230 LOT 229 N 89D43'03" E LOT 231 62.00' ' LOT 238 C4 I?-3t{-7 O BATE Ok to construct single family home with setbacks and impervious area shown on plan. qq °% +hp- qq( 8. 50' 8.50' 24.80' LOT 237 LANAI 24. 80' 8.50' c I ro 5PROPOSED RESIDENCE O LOT 236 2091 MADRONAA +. O 2 CAR GARAGE RIGHT '`• 1Z2 O O O COV' D. ENTRY 3. o• X4.o' AC L` L 7.0' 19.3' 8.50' WALK DRIVE I I 25.20' 25.20' P.C. OF to UTILITY LOT 238?„ ESMT. I I N 4. 50' 52_50' - 11 I+ ti' v----- - - -- ---- - - --- ---- - - - - -- 4' CONC WALK N 89°43'03" E 62.00' CURB SETBACKS AS FURNISHED FRONT 25'( 1) REAR 20, SIDE - 5' ( 40' LOT) 7.5' ( 60' LOT) to- (75' LOT) SIDE STREET - 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 21 IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS GR E ENSI1YALL0XXAY 50' PRIVATE RIB) Vy = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A d,p PROPOSED F. F. PER PLANS - 24.7' Q PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 7,130 * SQUARE FEET FL47WORK ON/ OFF LOT - TOTAL t SQUARE FEET FLATWORK - . DRIVE WALKS 400/ 110- 510 t SQUARE FEET 68/ 248- 316 t SQUARE FEET FOUNDATION/PAID REAR PA170 2.484 t SQUARE FEET 136 f SQUARE 'FEET SOD 3, 966/ 263 a 4,229 t SQUARE FEET FRONT PORCH DECK POOL DECK 64 f SQUARE FEET N/A f SQUARE FEET NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PRONDED BY CLIENT • NOT FIELD VERIFIED - CRUSI.EYVWEER- SCOTT & ASSOC., INC. - LAND SURVEYORS, LCGCND - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT PBL POINT ON ZINC MOTO. F I. P. TOLD IRON PIPEIRON ROD TAYILP. PAL rAILTYPICAL POINT OrREVERS[ CURVATURE POINT Or COMPOUND CURVATURE I. ME UNOERSIONED DOES NEREBY com" MAT TMS SURVEY MEETS ME SrMIDWIOS OF PRACTICE SET matt or ME FLORIOA BOWTD OF C CONCRETE RADIAL PROFESSIONAL SURVEYORS AND ANPPERS IN CHAPTER S1-17 FLORIDA AOMNISIRATIVE CODE PURSUAN TO.SECIION 472.027. FLOR904 SIATUES SE SET IA41.84MOME9 1/2• IA ./4LD 439i MR. MR. NON -RADIAL 1. UNLESS EMBOSSED IYTM SURVEYORS SIGNATURE AND OR/GYNN. RAISED SEAL. THIS SURVEY NAP OR COPIES ARE NOT VALID. M. RECOVERCO W. P. WITNESS POINT 3 THn SURVEY WAS PREPARED FROM RMATTO TITLE NFON NRMSNEDTOTHE SURVEYOR. MERE MAY BE OTHER RESIWCDONS PHI. POINT OF / CONNING CALL. CALCULATED OR LAMENTS THAT AFFECT MIS PROPERTY. PAC. POINT Or COKKD CCHM PAN, PLR HAMENT REFERENCE MOKOWNT 4. NO UNDERCROUNO IMPROVEMENTS NAVL BEEN LOCATED UNLESS OTHERWISE SHOWN. t NLD CENTERLINE NAILL DISK DSL M FINISHED F1AORKELEVATION WOOING SETDACK LINGATHISSURVEY IS PREPARED MR INC SOT[ BENEFF OF THOSE Comm TO AND SNOULO NOE BE RCUED UPON BY ANY OTHER ENT111: RN RIONT-OF- WAY UL DENCIOIARK A DIMENSIONS SHOWN MR ME LOCATION OF WPRWE/fN1$ HEREON SHOULD NOT fK USED 10 RECONSTRUCT BOUNDARI UREA CENT. CASCMTM D. D• DASE KARING 7. BEAMNOA ARE BASED ASSUMED B41UM AND ON' THE UNE SHOWN AS BASE BC46WW (B.G.) BRAIN. DRAINAM A ELEVATIONS. IF SHOWN. ARE BASED ON NATIONAL CEOOE11C VERITCAI. DATUM OF 1020. UNLESS OTHERWISE NOTED. UTIL. FC UTILI0. CCHAINLINK rCNCEHAINCERTIFICATEOFAUMl1R12 WM ft 4S0A VpiC. • WOOD FENCE C/0 • CONCRETE DLOCK SCALE — 1• 20' DRAWN BY: • .. p.C. POINT O< CURVATURE P.T. • POINT Or TANriM:Y DAIS ORDER N0. R SC. DESCRIPTION CERTIFIED BY: _ . _ L • ARC LENGTH PLOT PLAN 11- 29-2017 5254-17 p •DELTA Ga • CHORDu "ING, NORTH THIS BUILDING\ PROPERTY DOES NOT LIE WITHIN 14SW. 15- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER i1RM• . CRUSENM R.LS. / 4714 ZONE .0 MAP / 1211700090 F (09-28-07) SCOTT; R.LS / 4801 RECORD COPY Filename: PARK SQ MADRONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2798 2 1 Lighting Summary Standard 6,463 6,463 Optional 12,894 6,463 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 0 0 3 ° ° #-3647Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers P%LDINcDryerNo. No? Nameplate Line Neutral 5000 SANFO tD 1 i 0 p pAR X. 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Ueating and Cooling: Actual Number = 1 Wame M? Ph No Amps Volts VA HP Line Neutral 1 ------ M 1 1 22.0 240 5,2800 1 •M 1 1 2.0 240 480 0 1' M 1 1 5.0 240 1,200 0 1 1 1 1 22 240 1 5,280 0 eat/ Cool Summary Standard 12,240 0 Optional 12,240 0 Zixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral 1 1 120 600 600 600 ISH1112012001,200 1,200 MICRO111:20 1200 1,200 1,200 4ATERHEATER1118.5 240 4,440 0 OPTPOOL. 1 1 10 240 2, 400 p PTPOOLHEAT11312407,440 0 fixedApplianceSummaryStandard12,960 2,250 other A Optional 17,280 2,250 Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard Optional 0 0 P5% of Max Motor: _ L, ine is Std Only; Neutral for Both Maximum Phase Amps Volts c J 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 Standard Line Neutral Total Total = 44,383 16,693 Maximum Amperage = 185 70 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 35,510 16,693 Maximum Amperage = 148 70 Service Voltage = 240 Service Phase = 1 RECORD COPY ci LU H O Z W U) Er w O rn U) LU J Z D Q D Z W m 0 a O J LU L' a Z O U) U) J J J J a c E 1111l 11 11 11 11, 11 11, 11 III 11 11 III 11 ill 11 1IVA 1, 111 11 11 11 11 11 11 11 11® 1-- - N wlpffi 11 1 1 1 1 II' 0 7`%I i IE I III 11 1 1 II® III® wou I I I IBI I I I I 1._7 11 11 11 1- 1 117- 0- I 101- U- 9. 1 e 4'- 4- GARAGE le 13. 4' + E 5% 4' 3.E r. D' + W. 4' 3I1 I APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 12 x 4 jTOP= 2x4 6.0 b I / o 12 i 12" TRUSS END DETAIL m a 47 J L 4 - HUS26 1 - PLY HGR m U U 1- HGUS26-2 2-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS to ROOF TRUSSES FLOOR TRUSSES N TOP CHORD LIVE: 200 ITOP CHORD LIVE 400 10P CHORD DEAD 100 ITOP CHORD DEAD, 100 BOTTOM CHORD DEAD 100 IBOTTOM CHORD DEAD 50 TOTAL LORD (PSF) 400 I TOTAL LOAD (PSF) 550 STRESS 1HCRERSE 125 ISTRESS INCREASE 10 THIS IMM SYSTEM HFIS BEEN DESIGNED M11H LORDS GENERATED BY 140 PH MINDS USING 42 PSF IOP NORD [ERB LEAD RNO 30 PSF BOTTOM CHORD DERD LORD 0 MILES FROM HIS UK (rEFkltf. CRI I I EXP B IRM 7.10) ROM 2091 -A or C park Square Homes Madrona - A or C P2091 AC WA VO-i2-9 Smax N1® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: P2091AC - Park Sq Hm/ Madrona A_C 2091 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P2091AC Model: MADRONAT51, FIA o 6 0-4115 Lot/Block: 237 Subdivision: WYNDHAM PRESERVE 60' Address: 2622 GREEN SWALLOW WAY City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 45 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# ITruss Name I Date I No. I Seal# ITruss Name I Date 1 IT12588509 lA1 11/27/17 112 1 T12588520 1 B1 11/27/17 2 IT12588510 IA2 11/27/17 113 IT12588521 I B2 11/27/17 3 I T12588511 I A3 1 11 /27/17 114 1 T12588522 1 B3 111/27/171 4 IT12588512 IA4 11/27/17 115 1 T12588523 1 B4 11/27/17 5 IT12588513 JA5 11/27/17 116 1 T12588524 1 B4A 11/27/17 6 IT12588514 JA6 11/27/17 117 1 T12588525 1 B5 11/27/17 17 IT12588515IA6A 111/27/17118 1 T1 2588526 1 B6 111/27/171 18 I T12588516 I A7 1 11/27/17 119 1 T12588527 1 B7 1 11/27/17 I 19 IT12588517 I A7A 111/27/17120 1 T1 2588528 1 B8 111/27/171 110 I T12588518 I A8 111 /27/17 121 I T12588529 1 B9 1 11 /27/17 I 111 I T12588519 I A9 111 /27/17 122 1 T12588530 I CJ 1 111/27/171 0V1LD1/yG SANFORD OFpAR'CN 1 _'56 47 This item has been electronically signed and sealed by Finn, Walter, 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 Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the lunsdiction(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. November 27,2017 Finn, Walter I of 2 RE: P2091AC - Park Sq Hm/ Madrona A_C 2091 Site Information: Customer Info: PARK SQUARE HMS Project Name: P2091AC Model: MADRONA 2091 - A or C Lot/Block: 237 Subdivision: WYNDHAM PRESERVE 60' Address: 2622 GREEN SWALLOW WAY City: SANFORD State: FLORIDA INo. 1Seal# JTruss Name I Date 23 IT12588531 I CAAA 111/27/17 124 I T12588532 ICJ 1 B 111/27/17 25 IT12588533 JCJ1C 111/27/17 26 IT12588534 ICJ3 11/27/17 27 IT12588535 lCJ3A 11/27/17 128 IT12588536 I CJ3B 111/27/17 J 129 IT12588537 I CJ5 111/27/17 J 130 IT12588538 I G1 111/27/17 J 131 IT12588539 I G2 111/27/17 J 32 IT12588540 I G3 11/27/17 133 IT12588541 I G4 11/27/17 1 134 IT12588542 I G5 111/27/17 I 135 IT12588543 I G6 111/27/17 J 136 IT12588544 I G7 111/27/17 137 IT12588545 I G8 111/27/17 J 138 IT12588546 1 J3C 111/27/17 J 39 IT12588547 JJ7 111/27/17 J 140 IT12588548 1KJ4 111/27/17 J 141 IT12588549 I KJ6 111/27/17 J 142 IT12588550 I KJ9 111/27/17 J 143 IT12588551 I V1 111/27/17 J 144 IT12588552 I V2 111/27/17 I 145 IT12588553 I V3 111/27/17 1 2 of 2 Job Truss Truss Type Oty Ply Park Sq Hrn/ Madrona A C 2091 T12588509 P2091AC Al COMMON 5 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc Mon Nov 27 15:15.26 2017 Page 1 3 Scale - 1 81 3 5x5 = 6 18 17 16 29 15 30 14 13 12 16 1.Sx4 II 4x8 = 3x8 = 3x4 = 1.Sx4 II 34 3x4 = 4xB LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 00 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inca YES Code FBC2014/TPI2007 CSI. TC 0.79 BC 0.94 WB 0.53 Matrix -MS DEFL. in (loc) Well cad Ven(LL) -0.26 15-16 >999 240 Ven(TL) -0.65 15.16 >833 180 Horz(TL) 0.24 10 n/a n/a PLATES GRIP MT20 244/190 Weight 249 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 7.0-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15, 7-15, 9-14, 5.15, 3-16 REACTIONS. (lb/size) 2=1860/0-8-0, 10-1860/0.8-0 Max Horz 2=225(LC 11) Max Uplift 2=336(LC 12), 10=-336(LC 12) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3337/916. 3-5=2735/832. 5-6=2089/735, 6.7=2089/735, 7-9=2735/832, 9-10=3337/917 BOT CHORD 2-18=-698/2956, 16-18=698/2956, 15.16=495/2442, 14-15=504/2362. 12-14-701/2894, 10.12=701/2894 WEBS 6-15=425/1400, 7-15=919/332, 7-14=-67/517, 9-14=612/231. 9-12=0/283, 5-15=-919/332, 5-16=-07/516, 3-16-612/231. 3-18=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=15ft; 8=45ft; L=24ft; eave=6ft; Cat. II; Exp 8; Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-60. Exterior(2) 22-6-0 to 25-6-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 lb uplift at joint 10. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vul/y design parameters and READ NOTES ON TI05 AND INCLUDED aOTEK REFERENCE PAGE M147471 rev. /tY03R0113 BEFORE USE. l Design valid for use only with Mrrala® mnnxtors. This design is baud only upon parameters shown, and is for an individual auditing component, not a truss system. Before use, the balding designer must vent' the Applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent bucklxig of ntdmilual truss web and/or Chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse web possible personal injury And property damega for general guidance r"ardmg the fabrication, storage, delivery, erection and bracing of trusses and true systems. sect ANSVTMt Quality Cnterla, OSS49 and SCSI Building Component 6904 Parke East BNd Safety Information available from Truss Plate Institute. 216 N Lee Street, Suite 31Z Alexandra, VA 22314. Tamps, FL 38610 Job Truss Truss Type Oty Ply Park Sq FInd Madrona A C 2091 1 T12588510 P2091AC A2 HIP 2 1 job Reference (ootionall Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:27 2017 Page 1 10: W)DyiuZOwOAl2xygntYl3zgvry-oOeXMTgtK4 WgNOBOFnwwebexPpyTRrPbHDVcblyExoE 7 4-5 14.2.3 21-0-0 24-0-0 3119-13 37-7-11 45-" 4 7.4-5 6 9 13 6.9.13 3.0-0 6.9.13 6 9 13 7-4-5 Scale - 1:77 9 Sit = Sx5 = 6 7 27 18 17 w Ju 16 15 J1 14 13 34 1 5x4 II Site = 30 = 3x8 = e4 = 1.Sx4 II 34 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 025 16-17 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.84 Ven(TL) 0.66 16-17 >822 180 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.24 11 n/a n/a BCDL 10.0 Code FSC2014/rP12007 Matrix -MS Weight: 273 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.16, 6-15, 8-15 REACTIONS. ( lb/size) 2=186010-8-0, 11=1860/0.8-0 Max Horz 2=239(LC 10) Max Uplift 2=336(1-C 12). 11=336(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3360/1014, 3.5=-2824/937, 5.6=-2199/838, 6.7=1883/809, 7-8=2201/838, 8- 10=2823/937, 10-11=336111015 BOT CHORD 2-18= 794/3001, 17-18-79413001. 16-17=-623/2520, 15.16=375/1908, 14-15=-627/2438, 13-14=798/2920, 11-13=798/2920 WEBS 3.17=549/ 219, 5.17=-65/494, 5.16=-891/359, 6.16=2251745, 7-15=246RO% 8-15=-887/358, 8-14=-64/491, 10.14=-550/219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7- 10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf; h=15ft; B=45ft. L=45ft, eave=6ft; Cat. II, Exp B, Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-6-0. Interior(1) 3-6-0 to 21-0-0, Exterior(2) 21-0.O to 24-0.0, Interior( 1) 30-4-6 to 46.0411 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL-1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live bad 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 SCOL = 10.Opsf. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 336.Ib uplift at joint.2 and 336 lb uplift at joint 11 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verify design panmarrin and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PACE MIFIpt rev. 1041032015 BEFORE USE. Design valid for use any with MiTeklm connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Berge use, the building designer must very the applicability of design parameters and property incorporate this design rmo the overall budding it sign Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing is always inquired forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing Of wages and truss systems, ace ANSIRPIt Quality criteria. OS822 and SCSI Building Component 6904 Parke Fist Blvd. Safaty Intormadon available from Tens Pilate institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Ory Ply Park Sq Hm/ Madrona A C 2091 T12588511 P2091AC A3 HIP 2 1 iall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek 6-3-3 6-1-13 7-0.0 6-1-13 Sx5 = 54 = 5 25 26 6 Inc Mon Nov 27 15:15:28 2017 Pane 1 Scale - 1 78 0 to [a lb Ju 14 J1 13 Jz iz JJ 11 34 3x4 = 5x8 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 3x8 = 9-9 19-0-0 l 28-0.0 35-2-12 45-M 9-9 9-2-12 7-0-0 9-2-12 9-9-4 Plate Offsets fX.YI— 12:0-4.12.0.1-81, f3:0.2-8.0-3-01, f5:0-2-8.0-2-41. 16:0.6-0.0-2-81. 18:0-2-8.0-3-01,19:0.4-12.0.1-81 LOADING (psf) SPACING- 2 0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TIC 1.00 Vert(LL) TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) BCLL 0 0 ' Rep Stress Ina YES WB 0.32 Horz(TL) BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORC BOT CHORD 2x4 SP No 1 BOT CHORC WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP NG.3 REACTIONS. (lb/size) 9=1860/0.8-0, 2=1860/0-8-0 Max Horz 2=192(LC 11) Max Uplift 9=336(LC 12), 2=336(LC 12) Max Grav 9=1865(LC 18). 2=1860(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3416/1030, 3-4=3185/995, 4-5=2400/860, 5-6=2099/830, 6-7=2417/860, 7-8=3201/994, 8-9=3432/1030 BOT CHORD 2-16=-823/3120, 14-16=654/2666, 13.14=-451/2136, 11-13=662/2539, 9-11=832/2991 WEBS 3.16=333/200, 4-16=90/540, 4-14=721/306, 5-14=-180l728, 6-13=-174/805, 7-13=-720/306, 7-11=91/538, 8-11=333/200 in (loc) Vdefl Ud PLATES GRIP 0 36 14-16 >999 240 MT20 244/190 0.84 11-13 >645 180 020 9 n/a n/a Weight: 251 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-10-12 oc bracing 1 Row at midpt 4-14, 6.14, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=1511; 8=45tt, L-24ft; eave=6ft; Cat. II; Exp 8; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenci 2-0-0 to 19-0-0. Extenor(2) 19-0-0 to 30-2.1 S. Interior(1) 30-2-15 to 46.0.0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rrt between the bottom chord and any other members, with BCDL - 10.0psf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 9 and 336 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verity design parameters and READ NOTES ON TICS AND INCLUDED MITEK REFERENCE PAGE MG-7473 rev. I0031015 BEFORE USE. Design valid for we only with MTekm connectors This design is based only upon parameters stnown, and is sor an individual buildup component, not a truss system. Before use, the building designer must verily the applicability of design parameters and popery incorporate this design Into the overall building design Bracing indicated IS 10 prevent bucking of IndMdual buss web ardor chord members only Additional temporary and permanent bradng rs aways required lot Nabday and to prevent collapse with possible personal Injury and property damage For general guidance regarding the labnution, storage, delnary, erection and bracing of trusses and truss systems, see, ANSVTPII Quality Criteria. OSS49 and SCSI Building Component 6904 Parke East BhA Salary Information available hum Truss Plate Institute, 218 N. Lee street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Sq HM Madrona A C 2091 T12588512TJPabP2091ACAlaHIP2 Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15:15:29 2017 Page 1 5.6.0 564) 5.5-13 5.1.14 6-4-5 Scale = 1.78 5 5x8 - 1.5x4 II 5x8 = 5 27 6 28 7 to 31 3Z 11 16 33 15 34 14 13 30 7b 13 34' 3x4 = 4x6 = 3x4 = 3x8 = 3x4 = 4x6 = 3x4 = 3x6 I 8.94 17.0.0 { 2&2 28-0-0 { 36.2-12 45-0-0 I 8-94 8-2-12 56-0 56-0 8.2.12 8.94 Plate Offsets (X.Y)- 12,0-2-9.0-1-81.13 0.2-8.0-3-01.15 0.6-0.0-2-81.17,0-6-0.0.2-81.19:0.2-8.0-3-01.110 0-2-9.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.26 TC 0.53 Vert(LL) 0.29 12-14 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.73 12-14 739 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 10=1860/0-8-0, 2=1860/0-8-0 Max Horz 2=173(LC 10) Max Uplift 10=336(LC 12). 2-336(LC 12) Max Grav 10=1860(LC 18), 2=1860(LC 17) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3420/1039, 3-4=3242/1029. 4-5=2572/905, 5-6=2368/906, 6-7=-2368/906. 7-8=2572/905. 8-9=3243/1029. 9-10=342111039 BOT CHORD 2-18=832/3107, 16.18=-703/2751, 15.16=-511/2326, 14-15=520/2252, 12-14=712/2622, 10.12=-841/2979 WEBS 3.18=273/168, 4-18=-86/464, 4-16-627/279. 5-16=-159/709, 5-15=-121/419, 6-15=372/192, 7-15=121/419. 7.14=159/709, 8-14=627/279, 8-12=86/465, 9-12=-273/16B PLATES GRIP MT20 244/190 Weight: 262 lb FT = 20% Structural wood sheathing directly applied or 2-9-4 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vu11=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsh h=151t, B=45ft; L=24ft; eave=6ft; Cat. 11, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exteftor(2) -1.0-0 to 2-0-0. Interior(1) 2-0-0 to 17-0-0. Exlerior(2) 17-0-0 to 32-2-15, Interior(1) 32.2.15 to 46-0-0 zone,C-C for members and forces 8 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 bad 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 336 lb uplift at joint 10 and 336 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verily design paramerers and READ NOTES ON TICS AND INCLUDED afl1EK REFERENCE PAGE 11,10-7473rev. 10A/312015 BEFORE USE. Design valid for use only with Mi Teh® connectors This design is based only upon parameters Ngwn, and is for an individual budding component, not i a truss system. Before use, the budding designer must venly the applicability of design parameters and property incorporate this design into the overall Ouddnng design Bracing indicated is to prevent buckling of mcir idual truss web and/or chord members onty 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 fatncown, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPIt Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314 Tampa, FL 36810 Job Truss Truss Type oty Park Sq Hav Madrona A C 2091ly T12588513 P2091AC A5 HIP 2 1Job Reference (optional) Mid -Florida Lumber, Bartow, FL. a.130 s Sep 15 2011 Mt I ex Industries, Inc. Mon NOV Z/ 15:15:31 zul I rage 1 I D: WjDyiuZDwOAl2xygntYl3zgvcy-hnt 1 CMtNOJ06sN_Ud?soRoZdOKPNgOACrTgk3yExoA 7.9.15 1541-0 22-60 i2 L, 0 37-2-1 45-0-0 4 7-9.15 7-2-1 744 7.6.0 7-t Scale = 1:78.5 BOG Sit = 12 1.5x4 11 Sx8 = 4 25 26 5 27 26 6 16 - 14 ' i 13 " 12 ii 10 34 G 1 Sx4 II 44 = 3x8 = 3x4 = 1.5x4 II 3x6 3x4 = 4JA LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.26 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrP12007 CSI. TC 0.94 BC 0.84 WWS 0.57 Matrix -MS DEFL. in (loci) I/de8 L/d Vert(LL) -0.25 12-13 >999 240 Vert(TL) -0.65 12-13 >837 180 Horz(TL) 0.24 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 3-4,6.7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. BOT CHORD 20 SP No.2 WEBS 1 Row at midpt 3-14, 7-12 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1860/0.8-0, 8=1860/0-8-0 Max Horz 2-153(LC 10) Max Uplift 2=336(LC 12), 8-336(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-334311041. 3-4-2727/933. 4-5=2674/993, 5-6-2674/993, 6-7-2727/933, 7-8=3343/1041 BOT CHORD 2-16=-824/2923, 14-16=-825/2921, 13-14=584/2392. 12-13=593/2354, 10-12=-834/2898, 8-10=-833/2901 WEBS 3.16-0/281. 3.14-636/278, 4-14=93/539, 4-13=172/699, 5-13=512/260, 6.13=172/599, 6.12=-93/539, 7-12=636/277, 7-10=0/281 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=15ft; B=45ft. L=2411, eave=6ft; Cat. II; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-0-0. Intedor(1) 24)-0 to 15-0-0, Exterior(2) 15-" to 34-2-15, Intenor(1) 34-2-15 to 46-D-0 zone;C-C for members and forces 8 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 nonconcurrerlt 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 336 lb uplift at joint 2 and 336 lb uplift at joint 8. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON IN$ AND INCLUDED aOTEK REFERENCE PACE into-7473 ray. IOVII2015 BEFORE USE. Design valid for use only with MlTekm connectors This design is based only upon parameters Shawn, and is for an Individual budding component, not a truss "am 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 udwhduai 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, ersaion and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Py Park Sq HrrV Madrona A C 2091 T12588514 P2091AC A6 HIP 1 1 Mia-Honda Lumber, Bartow, FL. 6.94 6.2-12 6-4-9 Sx8 = Ski = 4 27 28 29 5 6.130 S Sep 15 2017 MTek ID:W)DyiuZDwOAl2xygntYl3zgvcy-9 ROF 25.7.7 32-I}0 6.2-13 fi-4.9 1 5x4 It 54 _ e 30 31 32 7 ndustrfeS, InC Mon Nov 27 15 15:32 2017 Page 1 u?9d8zU?4A1 KWSLfLmYggC67LKRVCNGVyExo9 W-2.12 45-0-0 62.12 6.94 Scale a 1.77.4 18 17 16 35 15 36 14 37 13 12 11 16 1.Sx4 II 3x4 = 3x4 = 3x8 = 4x6 = 1.5x4 II 3x8 06 = 3x4 = 9 13.0.0 I 19.4.9 25.7-7 32•QO 38.2.12 45.0.0 69-4 6.2-12 6.94 Plate Offsets (X.Y)- 14:0-6-0.0-2-81. f5:0-3-0.0-3-01, f7:0-6-0.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -027 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 BC 0.87 Vert(TL) -0.70 14-15 >768 180 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 025 9 n/a n/a BCOL 10.0 Code FBC2014rrP12007 Matrix -MS Weight: 248 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-11 Cie bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 REACTIONS. ( lb/stze) 9=1860/0-8-0, 2=1860/0-8-0 Max Horz 2=134(LC 11) Max Uplift 9-336(LC 12), 2-336(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3395/1077, 3.4=2884/983, 4-5=3003/1082, 5-6=3005/1083, 6.7=3005/1083, 7- 8=2884/983, 8-9=3395/1076 BOT CHORD 2-18=-868/2983, 17-18=-868/2983, 15-17=658/2543, 14-15=-808/3011, 12-14=-667/2507, 11- 12=-876/2958, 9-11=876/2958 WEBS 3-17=527/240, 4-17=-80/444, 4.15=247/821, 5-15=467/215, 6-14-394/209. 7- 14=-249/826, 7-12=-80/447, 8-12=527/240 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasa=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=6ft; Cat. It: Exp B; Encl , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0. Exterior(2) 13-0-0 to 36- 2-15, Interior(1) 36-2-15 to 46.0.0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 rd 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 336 lb uplift at joint 9 and 336 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARN/NO • Vwlfy design parameters and READ NOTES ON ild5 AND INCLUDED aaTEK REFERENCE PAGE M14)47.1 rev. fON3/2013 BEFORE USE. Design valid for use only with MITeldp connectors This design is based only upon parameters shown, and is for an individual builWnp component, not a truss system Before use, the budding designer must venty, the applicability of design parameters and property Incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web end/Or Morel members Dory. 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, garage, delivery, erection and bracing of trusses and truss systems, sera ANSVrPI1 Ouslky CAteda, OSS49 and BCS1 Building Component 6904 Parke East Btvd Safety Information available from Tens Plate IngnNe, 218 N Lee Street. Suds 312, Alexandria, VA 22314. Tampa FL 36610 Job Truss Truss Type oty Ply Park Sq HrrV Madfona A C 2091 T12588515 P2091AC ASA HIP 1 1 Mid -Florida Lumber, Banow, FL. a.13U s Sep 15 2U17 mif ek Industries. Inc. Mon Nov 27 15: 15 33 2017 Page 1 ID:tN)DyluZDwOnl2xygntYl3zgvcy-dA')oc2udwwGg58fMb 11 Ktst?1 D4grUgTl9yxpxyExoS 1 6 9< 13 0 0 19 4.9 25 7-7 32-0-0 3&2.12 45 0-0 2.12 6 4 9 6 2.13 6-4-9 6.2.12 C>9.4 Scale - 1:77.4 Sx6 5x5 = t 5x4 II Sxa = 4 29 30 31 5 a 32 33 34 7 20 19 tb ar 17 O6 16 13 11 t.5x4 II 3x6 = 3x4 = 34= 15 39 143x4 = 12 34 _ 3x6 = t 5x4 II 3x4 = 16 = LOADING (psi SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl LID PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.56 Ven(LL) -0.09 16-17 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1 25 BC 0.59 V@n(TL) -0.24 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.96 Horz(TL) 0.06 15 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Weight: 248 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-17, 5.16 REACTIONS. All bearings 0-8-0 except (It=length) 13=11-3-0. 15=0-M. 12=0-3-8. lb)- Max Horz 2=134(LC 11) Max Uplrft All uplift 100 lb or less at joint(s) 9 except 2-206(LC 12), 13=245(LC 12), 15=141(LC 12) Max Grav All reactions 250 lb or less at joint(s) 12 except 2=1090(LC 21), 13=1444(LC 1), 9=333(LC 22). 15=855(LC 17) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1744/551, 3-4-1191/444. 4-5=-752/366, 7-8=122/697. 8-9=89/313 BOT CHORD 2-20=399/1525, 19-20=399/1525, 17-19=175/1041. 16-17=-811763, 15-16=582/329, 13-15=582/329. 12-13=252/108, 11-12=-252/108, 9-11 =2521108 WEBS 3.20=0/254, 3-19=574/257, 4-19=40/445, 4-17=381/132. 5-17-74/530. 5-16=1174/364, 6-16=399/210, 7-16-233/729, 7-13=1144/408, 8-13=5461267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=6ft, Cat. II; Exp 8; Encl., GCpi=0.IS: MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0. Interior(1) 2-0-0 to 13-0-0, Exterior(2) 134-0 to 36-2-15, Interior(1) 36-2-15 to 46-0-0 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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) 9 except (jt=lb) 2=206, 13-245, 15=141 0b t}B 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 TMS AND INCLUDED aDTEN REFERENCE PAGE 11,10.703 rev. 1""01S BEFORE USE. Design valid for use only with MITaf * connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the budding designer meal verity the applicability af design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent Welding of klorvlduel truss web and/or Chord members only Additional temporary and permanem bracuig is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the VIEW fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSUTPII Oualhy Criteria, OS8419 and SCSI Building Componem 6204 Parke East Bad. Safety information aveitable from Truss Plate Instnute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Temps FL 36610 Job Truss Truss Type Oty Ply Park Sq Knit AMadrona C 2091 T12588516 P2091AC A7 HIP 1 1 Reference i mia-FlondB Lumber, eanow. FL 8.130 s Sep 15 2017 MTek Indust ID"DruZDwOr112xygntYl3zgvcyZZ7Ytkw 1 S9 11-0.0 1&8.9 26-3-7 344-0 S9 52-12 7 &9 7.6-13 7-8.9 5xS - 1 Sx4 II 3x8 = 30 = Sx8 = 4 2A 29 in 5 9 7 31 32 33 a Inc. Mon Nov 27 15:15:35 2017 Page 1 MLSpfjS3ozHzEe 1 glJTsm7TR 1 tgyExo6 t2 45-0A 2 5-94 Scale = 1,77 4 3x 4 4 3x4 27 34 3 9 28 35 2 a 10Iu? 1 19 18 17 36 18 37 15 14 38 13 12 a 34 = 1.5x4 II 3x4 = 44 = 300 = 3x4 = 4x8 = 30 = 1.5x4 II US 59.4 S9 tf•AG ta-&9 S2.12 7-&9 263-7i 7$13 34.0•0 741-9 39-2-12 45.0.0 S2.12 5.9 Plate Offsets (x.Yt- r4:0-5.8.0.2-41. r8,0-5-8.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.30 15-16 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Ven(TL) 0.81 15-16 669 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6.6-8. 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 7-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1860/0-8-0, 10=1860/0-8-0 Max Horz 2-115(LC 11) Max Uplift 2=336(LC 12), 10=336(1-C 12) FORCES. (III) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3409/1100. 3.4=-3036/1029, 4-5=-3541/1235, 5-7-3541/1235. 7-8-354011236, 8-9=3036/1029, 9-10=3409/1100 BOT CHORD 2-19=-897/2977, 18-19=-897/2977, 16-18-728/2661. 15-16=-997/3540. 13-15=736/2661, 12-13=906/2976, 10-12=906/2976 WEBS 3-18=374/194, 4-18=59/407, 4-16-362/1179. 5-16=487/256, 7-15=5381259, 8-15=362/1179, 8-13=591407. 9.13=374/195 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45N; L=24ft, eave=6ft; Cat It: Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 38-2-15, Interior(1) 38-2-15 to 46-0-0 zone,C-C for members and forces d 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 anyother 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 (It=lb) 2=336, 10=336 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 IMS AND INCLUDED W TEK REFERENCE PAGE Md•7473 rev. IM1,2016 BEFORE USE. Oesign valid for use only with MiTeliS 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 indicted is to prevent budding 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 properly damage. For general guidance regarding the fabrication. Storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria. OSS41 and SCSI Building Component 6904 Parke Fast Blvd. Safety information available from Tfuss Pate IMtdude. 218 N. Lee Street. Suite 31Z Alexanon s. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oy Ply Park Sq Hard Madrona A C 2091 I T12588517 P2091AC A7A HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. S.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:36 2017 Page 1 ID VADyiuZDwOdi2xygntYl3zgvcy-1 lgwF4xWDreOycNxGAb1 VVVSUR662vOvM7ADOGyExo5 1 7-10 11-0.0 18-8-8 263.7 34-0-0 37.1-12 45-0-0 31-t2 7B9 7.8-13 7 9 31.12 7-t04 Scale - 1:77 4 5x8 = 3x4 = 3x6 = 1 5x4 II Sxa = 4 1A 5 a 7 Al 142 x3 8 3.4 3x4 3 8 27 34 28 35 101 19 1s 17 36 16 37 75 14 36 13 12 3x6 = 150 II 30 = 3x8 = 3x4 = 3)d = 1S = 30 = 1.5x4 II 34 7-10-4 31-12 7•f0-431-12 7$9 7.5.11 0• 3 R&9 Plate Offsets 1x.Y1- KO.6.0.0-2-6t. r8:0-6-o.0.2.81 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(L-) 0.09 16-18 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 0.25 16.18 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 067 Horz(TL) 0.05 15 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 5-15, 8-15 REACTIONS. All bearings 0-8-0 except (lt=length) 15=0-3-8, 12=0-3-8. lb) - Max Horz 2=115(LC 10) Max Uplift All uplift 100 lb or less at joints) 12. 10 except 2-190(LC 12), 15=329(LC 12) Max Grav All reactions 250 lb or less at joints) except 2=991(LC 21), 15=1890(LC 1). 12=519(LC 22). 10=366(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=1414/456, 3.4=1080/432, 4-5=610/294. 5.7=-88/593, 7-8=88/593 BOT CHORD 2-19=296/1224, 18-19=296/1224, 16-18=166/984, 16.16=-53/647 WEBS 3.18--405/209, 4-18-127/477. 4.16=-416/148, 5.16=38/485. 5-15=1481/474, 7-15=492/258, 8-15=-633/233, 9-12=389/159 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3.Opsf,, h=15ft; 8=45ft; L-24ft; eave=6ft: 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 11-0-0, Extenor(2) 11-0-0 to 38-2-1 S. Interior(1) 38-2-15 to 46-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 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 = 10.0psf 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 12. TO except jt=lb) 2=190. 15=329 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARN/NO • Verify, design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE Mll•7473 rev. 10V3,2015 BEFORE USE. - Design valid for use only with MTOW 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 appbuW4y at design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and pemenent bracing ids always requited for arability, and to prevent collapse with possible personal injury and property damage For general guidance regarding the labocaldon, storage, delivery, erection and braong of trusses and truss systems, see ANSITPI1 Quality Crlterla, OS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Tans Plate Inslaute, 218 N Lee Street, Suite 312. AleXandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Park Sq Hrn/ Madrona AC 2091T12SS8518II7PyP2091ACA8HIP1JobReferencelootionall, mKi-rionaa Lumber, Marlow, I-L. 1-0 ill S:2 0 4-9l 4.2.12 US = 3x4 6 Go 12 4 2627 5 M.13U s Sep 15 2011 Mi l ek Inaustnes, Inc. Mon Nov 27 15 15:37 2017 Page 1 10:v,4Wu2DwOn12xygntYl3zgvcy-WxEJSOy8z9mFaniy8gt6G2i2bRrLtnNK3anw8yiyExo4 22." 29-2-2 36-0-0 4O2.12 45-0-0 4 8-0-2 6-8-2 6 9 14 4.2-12 4.9 4 -0 Scale = 1.77 3 Sid = 30 = 5xe = 6 7 28 29 a 1P'MAP, 464hpq_m LS i US = 18 17 to 15 14 t3 12 3x4 = 4x8 =4x4 = 34 = 4x4 =4J = 3x4 i 9.0.0 I 15-9.14 22.6.0 29.2.2 ( 38-0-0 45-0-0 I9-0-0 T>~9-14 6-8.2 8-8.2 6.9.14 9.0.0 Plate Offsets D(.Y1- r2:0-4-12.0-1-81.14:0-6-0.0-2-81. 16.0.3-0.0-3-01. r8.0.6.0.0-2-81, 110:0.412.0.1-81 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 040 15 999 240 MT20 244/190 TCOL 10.0 Lumber OOL 1.25 SC 0.96 Vert(TL) 1.01 15.16 536 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MS LUMBER- BRACING. TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 4- 6,6.8: 2x4 SP No.1 BOT CHORD BOT CHORD 2z4 SP No.1 'Except' 13- 17, 2x4 SP No 2 WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 2-1860/0-8-0.10=1860/0-8-0 Max Horz 2-96(LC 10) Max Uplift 2=336(1_C 12), 10=336(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3398/1169. 3.4=3151/1071, 4-5=-4023/1387. 5.6=-4402/1491, 6-7=4402/1491, 7- 8=-4023/1387, 8-9=3151/1071, 9-10-3398/1169 BOT CHORD 2-18=966/2970, 16-18=794/2788, 15-16=1175/4023. 14-15=1182/4023, 12- 14=-801/2788, 10-12=974/2970 WEBS 4-18=36/332, 4-16-494/1652. 5.16=730/310, 5.15=138/519, 6-15=383/191, 7- 15=138/519,7-14--730/310,8-14=-494/1552,8-12=36/332 Weight 232 lb FT = 20% Structural wood sheathing directly applied Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf; h=15ft, B=45ft; L-24ft; eave=6ft; 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 940-0, Exterior(2) 9-0-0 to 40- 4-11, Interior(1) 40.411 to 46-0-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber OOL=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 M 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 (1z:Ib) 2= 336,10=336. b b 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 Ties AND INCLUDED a11TEK REFERENCE PAGE M0-74I3 rev. 100312015 BEFORE USE. Design valid for use only with MTekm connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the building designer must verify the applicability or design parameters and property incorporate this design into the overall budding design. Bracing indicated its to prevent budding of tnoviduat truss web andfor chord members only. Additional temporary and permanent bracing its alorays required for stability and to prevent collapse with Possible personal injury and property damage For general guidance regarding the MW fabrication. storage, delrvery, eraddon and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OS829 and SCSI Building Component 6904 Parka Earl Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hint Madrona A C 2091 T12588519 P2091AC A9 HIP 1 1 Job Refere Mid-Flonda Lumber, Banow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:39 2017 Page 1 ID:W)DyiuZDwOnl2xygntYl3zgvry-SKM3t5zOVml zp36Wyl8k777OOe9yFBnM25PFObyExo2 39 700 10a 1a 1380 1&10 2260 28110 3140 3a•7.2 3800 a1-2.12 a500 a 3 9 3 2-12 3 4-14 33 2 4 5-0 4 5-0 4 5-0 4 5-0 3 3 2 3.4-14 3 2.12 39.4 Scale= 1-77.1 5x5 = 1.5x4 II Sx5 = 1.5x4 II 6 00 12 3x4 = 3x4 = 1x4 = 3x4 = 5x5 4 25 5 26 27628 29 30 31 7 32 33 8 34 35 9 36 37 38 104039 4111 42 12 Wag A FA FA RmIiE, 611 a 20 43 44 4519 46 47 48 49 is 50 51 52 53 1754 55 56 16 416 = 4x8 = 7x8 = 4x8 = 7x8 = 4x8 - 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 063 Vert(LL) -0.05 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Veft(TL) -0.13 18-19 >999 180 BCLL 00 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 Matrix -MS Weight. 270lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. All bearings 041-0. lb) - Max Horz 2-77(LC 6) Max Uplrft All uplift 100 lb or less at loint(s) except 2=163(LC 8). 19=689(LC 8). 17=-689(LC 8), 14=163(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2-631(LC 1), 19=2722(LC 17), 17-2722(LC 18), 14=631(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=943/249, 3.4-723/204. 4-5-599/196, 5.6=210/965, 6-7=210/965, 7-8-811/230, 8-9=-811/230, 9.10=210/965, 10.11=210/965, 11-12=-599/196, 12-13=723/204, 13-14=943/249 BOT CHORD 2-20=-170/831, 18-19=110/265, 17-18-127/265, 14-16=167/831 WEBS 3-20=262/97, 5-20=188/902, 6-19-1380/406, 6-19=429/192. 7-19=1522/458. 7-18=101/738, B-18-517/244, 9-18-101/738, 9-17-1522/458. 10-17-429/192, 11-17=1380/406, 11-16=188/902. 13-16=-262/97 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=15ft; 8=45ft; L=24ft; eave=6ft; Cat. It. 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom Chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss -to bearing plate capable of withstanding 163 lb uplift at joint 2, 689 lb uplift at joint 19. 689 lb uplift at joint 17 and 163 lb uplift at joint 14. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 206 lb up at 7-0-0. 95 lb down and 105 lb up at 9-0-12, 95 lb down and 105 lb up at 11-0-12. 95 lb down and 105 lb up at 13-0-12. 95 lb down and 105 lb up at 15-0-12. 95 lb down and 105 lb up at 17-0-12, 95 lb down and 105 lb up at 19-0-12, 95 lb down and 105 lb up at 21-0-12, 95 lb down and 105 lb up at 22-6-0, 95 lb down and 105 lb up at 23-11-4, 95 lb down and 105 lb up at 26-11-4. 95 lb down and 105 lb up at 27-11-4. 95 lb down and 105 lb, up at 29.11-4. 95 lb down and 105 lb up at 31-11-4, 95 lb down and 105 lb up at 33-114, and 95 lb down and 105 lb up at 35-11-4. and 185 lb down and 206 lb up at 38-0-0 on top chord, and 321 lb down and 95 Ib up at 7.0-0, 66 Ib down at 9-0-12. 66 lb down at 11-0-12, 66 lb down at 13-0.12. 66 lb down at 15-0-12. 66 lb down at 17-0-12, 66 lb down at 19.0.12. 66 lb down at 21-0-12. 66 lb down at 22-6-0, 66 Ib down at 23-114. 66 lb down at 25-11-4, 66 Ib down at 27-114, 66 lb down at 29-114, 66 lb down at 31-11-4. 66 lb down at 33.114. and 66 lb down at 35-114, and 321 lb down and 95 lb up at 37-11.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • VerNy design parameters and READ NOTES ON TSBS AND INCLUDED a9TEK REFERENCE PAGE MII.7Q3 m. 10 ir2015 BEFORE USE. Design valid lot use only with Mrrat® Connectors This design i3 bated only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must "" 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 properly damage For general guidance regarding trio fabrication, storage, delivery, erectors and bracing Of fruS1lS and fruits Systems, $ea ANSVTPI1 Quality Criteria, DS8419 and SCSI Building Component 6904 Parke East Bid Safety Information available ham Truss Plata Instmee. 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Park Sq HrW Madrona A C 2091 JPly T12588519 P2091AC A9 HIP 1 1 all Mid -Florida Lumber, Bartow. FL. 8 130 s Sep 15 2017 MTek Industries. Inc. Mon Nov 27 15:15:39 2017 Page 2 I D: WjDyiuZDwOAl2nygntYl3zgw.y-SKM3t5zOVm 1 zp36Wyl8k777OOe9yFBnM25PFObyExo2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4 —60. 4-12-60. 12-15=-60. 2-14-20 Concentrated Loads (lb) Vert. 4=138(F) 12-138(F) 20=-321(F) 18=41(F) 8-95(F) 16=-321(F) 25=95(F) 26=95(F) 27=95(F) 29=95(F) 31=95(F) 32=-95(F) 33=95(F) 34=95(F) 35-95(F) 36=95(F) 38=95(F) 40=95(F) 41-95(F) 42=95(F) 43=41(F) 44=41(F) 45=-41(F) 46=41(F) 47=41(F) 48=41(F) 49=41(F) 50=-41(F) 51=41(F) 52=41(F) 53=41(F) 54=-41(F) 55=41(F) 56=41(F) arlly p paramelara end READ NOTES ON TI05 AND INCLUDED MITEK REFERENCE PAGE MIti717.7 rev. fO D,t/2015 BEFORE USE. 0 WARNING • V des n jl Design valid for use only with MiTela® connectors This design is based only upon parameters shown, and is lei an individual budding component, not a truss system Before use, me budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andlon 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, OSBd9 and BcSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instdule, 218 N. Lae Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrona A C 2091 T12588520 P2091AC B1 MONO HIP 1 Reference Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:40 2017 Page 1 ID:VADyiuZDwOdi2xygntYl3zgvry-wWwR4R OG49gRDhtWfZgLgG52Pk mhVGk$oZlyExol 1-0-0 4-9.4 9.0-0 t3.4-14 1741.0 21-11.2 28.4-0 1 0 0 1 1 4-2-12 4 4.14 4.3.2 4 3 2 4 4.14 4xS = Scale - 1 46 0 3x4 = 1.5:4 II 3x4 = 3x4 = u 119 11 IV 9 4x4 = sit = 3x4 = 7x8 = 3x4 = 2x4 II 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 Ina NO BCDL 10.0 Code FBC2014lrP12007 CSI. DEFL. in (loc) Well cad TC 0.31 Vert(LL) 0.10 13-15 999 240 BC 0.83 Vert(TL) 0.27 13-15 999 180 WS 0.44 Horz(TL) 006 9 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/sae) 9=1813/0-3.8, 2=2496/0-8-0 Max Horz 2=147(LC 8) Max Uplift 9=452(LC 8). 2=-682(LC 8) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4954/1385. 3.4=4637/1315, 4-5=377411065. 5.6=2806(749, 6-7=28OW749, 7-8-1590/408. 8-9 -1768/460 BOT CHORD 2-13=1325/4421, 12-13=1217/4153, 11-12-1065/3774, 10-11=408/1590 WEBS 3.13=378/143, 4.13=-629/2158, 4-12=540/384, 5-12=334/740, 5-11=1404/458, 7-11=495/1762, 7-10=1551/448, 8-10=58612285 PLATES GRIP MT20 244/190 Weight: 351 lb FT - 20% Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. Rigid ceiling directly applied or 1040-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.94) 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 it 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) Unbalanced roof live loads have been considered for this design. 4) Wind. ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft, 8=45ft; L=24ft; eave=4ft; Cat II; Exp B; Encl.. GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live•load nontoncurrerd with any other live loads. 7) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 9 and 682 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 78 lb up at 9-0-0 on top chord, and 659 lb down and 236 lb up at 7-0-12. and 202 lb down and 81 lb up at 9-0.12, and 1260 lb down and 441 lb up at 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. 4-8=60, 2-9=20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING - Vrlly design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE AIR-7472 rev. 10403/2015 BEFORE USE. MAW Design valid for use or y with N ITe100 connectors This design is based only upon parameters shown, and is lot an individual building component not a truss system. Before use, the building designer must verity the applicability at design parameters and property moorparate this design into Ins overall bulldug 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 ANSViPl1 Quality Criteria. OS8412 and SCSI Building Component 6904 Perks East Blvd Safety Information available from Tnms Plate Institute, 216 N Lee Street, Suite 312, AlexandM. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hrrd Madrona A C 2091 T12588520IP2091AC81MONOHIP12JobReference (optional) Mid-Flonda Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15 15:40 2017 Page 2 ID:VADyiuZDwOrli2xygntYl3zgvcy-wWwR4R OG49gRDhlIVOfzgLgG52Pk mhVGk8oZlyExol LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 4=-44(B) 13=202(B) 19=659(8) 20=1250(8) ir WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE A11F7473 raw. taiO3,2015 BEFORE USE. Design valid for use dry With W70131111 Connectors This design is baud only upon parameters shown• and is for an individual buildup component• not a was system. Before use. the buildup designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 properly damage For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. age ANSIITPII Quality Criteria, OS8419 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq HrtV Madrona A C 2091 T12588521 P2091AC 82 MONO HIP 1 1 ReferenceJob Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:41 2017 Page 1 ID,W)DyiuZOwOrll2xygntYl3zgvcy-OjUpin?f10Hh3NGv3y4CCYDT SjgiFJeVOuMSUyExoO 1-0-0 3.9-4 7-0.0 i G." 1-0-0 3.9.4 3.2.12 2-" 5x5 = 1.5x4 II 2x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 100 Code FBC2014/TPI2007 4 3-2-12 2 CSI. DEFL. in loc) Vdefl L/d TC 0.18 Vert(LL) 008 6-7 999 240 BC 094 Vert(TL) 0.23 6.7 458 180 WB 028 Horz(TL) 0.01 6 n/a n/a Matrix - MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 80T CHORD 2x4 SP No 1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 6=800/Mechanical, 2=537/0.8-0 Max Horz 2=119(LC 8) Max Uplift 6=182(LC 8), 2=104(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=896/112, 3-4=-897/166 BOT CHORD 2-7=163/758, 6-7=-81/258 WEBS 4-6-558/175, 4.7-122/743 Scale = 125.8 PLATES GRIP MT20 244/190 Weight: 49 lb FT - 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-6-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=15ft, 8=45ft, L=24ft; eave=4ft; Cat. It: Exp 8; 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 nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplrft at joint 6 and 104 lb uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 232 lb down and 194 lb up at 7- 0-0 on top chord, and 383 lb down and 72 lb up at 7-0-0 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-5=-60, 641-20 Concentrated Loads (lb) Vert: 4=185(8) 11=383(8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED AOTEK REFERENCE PAGE MOF7473 rev. 104=015 BEFORE USE. Design valid for use only with NOTek® connectors This design is based only upon parameters shown, and is for an indmdusl building component, not a truss system Before use, the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall Ouddmg design Bracing indicated is to prevent buckling of mavidual truss web andfor chord members Cry Additional temporary and permanent bracing rs always required for stability are 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 system$, $e ANSVTPII Quality Criteria, DS649 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 216 N Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Py Park SitHm/ Madrona A C 2091 T12588522 P2091AC B3 MONO TRUSS 1 1jJob Mid -Florida Lumber, Bartow. FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15 15.42 2017 Page 1 I D•tAI)Dyiu2DwOn12xygntYl3zgvcy.sv2CV 77HohPYgXrSdOhRlmfVE s6BSkOok2dvdwyExo') 1-0-0 4.7.8 9-0-0 1-0-0 4-7.8 4-4-8 Scate = 128 8 3x8 4 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) udeft Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.66 Vert(LL) 0.20 6-9 526 240 TCDL 10.0 Lumber DOL 125 SC 0.76 Vert(TL) 0.54 6-9 200 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 4=98/Mechanical, 2-421/041-0. 5=257/Mechanical Max Horz 2=145(LC 12) Max Uplift 4=48(LC 12), 2=-65(LC 12). 5=41(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=404/98 BOT CHORD 2-6=260/355 WEBS 3.6=402/295 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vufl=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft, Cat. II; Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 8-11-4 zone;C-C for members and forces S MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nont oncurrent 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 rd 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 48 lb uplift at joint 4, 65 lb uplift at joint 2 and 41 lb uplift at joint 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Var/Iy design parameters and READ NOTES ON T/05 AND INCLUDED aaTEK REFERENCE PAGE afd•7173 rev. 10002/20f5 BEFORE USE. 7 Design valid for use only who Wela® conneacrs This daspn is based only upon parameters shown, and is for an individual buildup component, not a Coss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andfor chord members only. AdddNMI temporary and permanent bracing is sh rays required for stability and 10 prevent Collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery. MOW and brsong of trusses and truss systems, See ANSIRPII Quality CAterla, DSO-09 and SCSI Building Component 6904 Parka Past Blvd Safety Information available from Tens Plate InStaute, 216 N. Lee Street, Suite 312. Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qy Ply Park Sq Hm/ Madrona A C 2091 1 T12588523 P2091AC 84 MONO TRUSS 1 2 oJobReference a Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek 4-114 4.0-12 1.5x4 II 4 3x4 = 20 II 45x4 Inc. Mon Nov 27 15:15:42 2017 Scale - 1.30.9 LOADING (pso SPACING- 2-" CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.10 Vert(LL) 0.02 5-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.04 5-6 999 180 BCLL 00 ' Rep Stress Ina NO WB 0.23 HOrz(TL) 0.01 5 n/a r/a BCOL 10.0 Code FBC2014rrP12007 Matrix -MS Weight 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=860/0-8-0, 5=1270/Mechanical Max Horz 2-144(LC 8) Max Uplift 2=212(LC 8). 5=390(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=1538/371 BOT CHORD 2-6=410/1333, 5-6=-410/1333 WEBS 3-6=338/1215, 3-5=1567/482 Structural wood sheathing directly applied or 6-0-0 oC purlms, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-" oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All bads 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; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=oft; Cat II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber D01.=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 2 and 390 lb uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 695 lb down and 248 lb up at 5-0-12, and 666 lb down and 230 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-5=20, 1-4=60 Concentrated Loads (lb) Vert- 6=-695(B) 9=666(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify deign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE UX7473 rev. 10N3/3015 BEFORE USE. Design valid for use only with MTekm connectors This design is baud only upon parameters shown, and is for an individual buedmg component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall ding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing b always (squired for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the Eq fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria, OSS49 and SCSI Building Component 6904 Parka East BNd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Park Sq HaV Madrona A C 2091Oty JPly T12588524 P2091AC 84A SPECIAL 1 1Job Reference ifootionall Mid -Florida Lumber, Banow, FL. 8 130 s Sep 15 2017 MiTek Industries. Inc Mon Nov 27 15:15 43 2017 Page 1 10:1NjjDyiu2DwOn12xygntYl3zgvcy-K5cajTOvZ?XPIhOHB8DgHzlkEFa?BDExzmNT9MyExo_ 1-0 0 1-0-0 5-04 1-00 1-00 4-04 LOADING (psf) SPACING- 2-041 CSI. TCLL 200 Plate Grip DOL 1.25 TC 038 TCOL 10.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.03 6 >999 240 MT20 244/190 Ven(TL) -007 5-6 >850 180 Horz( TL) -0.09 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except' 3- 6. 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 8=743/0-8-0, 4=132/Mechanical, 5=49/Mechanical Max Horz 8=90(LC 8) Max Uplift 8=196(LC 8), 4=62(LC 8) Max Grav 8=743(LC 1). 4=133(LC 13). 5=81(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 131.5 Weight: 23 lb FT = 20% Structural wood sheathing direly applied or 5-0-0 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; TCOL=4.2psf; BC0L=3.0psf, h=15ft, B=45ft, L=24ft; eave=oft; Cat. 11; Exp B: Encl. GCpi=O 18: MWFRS (directional): Lumber DOL=1 60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad 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 196 lb uplift at joint 8 and 62 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 477 lb down and 171 lb up at 0- 1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced) Lumber Increase=l 25, Plate Increase=1.25 uniform Loads (plf) Vert: 1-2-60, 2.4-60, 7-8-20, 5-6-20 Concentrated Loads (lb) Van: 8=477 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies w" 0 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE 11111.7473 rev. fei IMI S BEFORE USE. Design valid for use only with MFreke connectors This design is based only upon parameters shown, and is for an Individual building component, not a truss system Before use. the buildumg designer must verify the applidobility of design parameters and properly incorporate this design into ine overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSUTPII Oualky, Crher4, OSS49 and SCSI Building Component 6904 Parke East Shits Safety Information available from Tops Plate InsmNe, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmC / MadronaA2091 T12588525 P2091AC 85 COMMON 1 1Job Reference (optional) Mid - Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:44 2017 Page 1 ID: WjDyiuZDwOr112uygntYl3zgvcyoH9ywp 1 XKJfGwr?UkrkvgBrvdvvwd5BM60hpyExnz 5. 3.12 104-0 158-0 ,18$0, 0 5312 544 5-4-04x4 = 1 SO II 3x4 = 18 = 1.5x4 II LOADING ( psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1 25 TC 0.41 TCOL 10.0 Lumber OOL 1.25 BC 0.30 BCLL 0.0 ' Rep Stress Incr NO WS 0.30 BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Stale - 1.50.0 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert( LL) -0.02 9-10 >999 240 MT20 244/190 Vert( TL) -0.06 9-10 >999 180 Horz( rL) 0.01 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. ( lb/size) 10=753/03.8, 7=715/Mechanical Max Horz 10=244(LC 7) Max Uplift 10=175(LC 8), 7-156(LC 8) FORCES. ( lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=591/172, 3-0-403/165, 4-5=399/164, 2-10=704/189, 5-7=-668/174 BOT CHORD 8-9-165/470 WEBS 3-8-287/121, 2-9=56/510. 5-8-701406 Weight: 114 lb FT = 20% Structural wood sheathing directly applied or 64)-0 oc puritns, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=oft; Cat. II: Exp B; Encl , GCpi=0.18: MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate gnp 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 3-6O tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 10 and 156 lb uplift at joint 7 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 107 lb up at 4- 114 on top chord, and 41 lb down at 4-114 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) 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=-W. 5-6=-60, 7-10=20 Concentrated Loads (lb) Vert 11=72(F) 12=29(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vwlly dealgn pernmellm and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M1147473 ray. 10A13/201S BEFORE USE. Design valid rot use only with MITek® connectors This design is based only upon parameters shown, and is for an individual budding component, not a Russ system Before use, the building designer nklst verify the appirablkly Of design parameters and properly mcorporste this design Into the Ovefad king design Bracing indicated is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing Is akveys requered rot stability and lO prevent collapse with possible personal mpiry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB49 and SCSI Building Component 690e Parke Fran Blvd. Safety IMOm nation available from Truss Plate Institute. 218 N. Lee Street, Suds 312. Alexandria, VA 22314. Tamps FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrona A C 2091 T12588526 P2091AC 86 COMMON 1 1all Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15 15:44 2017 Page 1 I D: WjDyiuZDwOAl2xygntYl3zgvcy-oH9ywp t XKJfGv4?UkrkvgBrvRtWVMc5BM60hpy6mz 5312 10-4-0 e:2 1630 5-3-12 5_04 5 4-0 1-0-0 04 = 3x4 1.Sx4 II 30 = 3x8 = 1.5x4 II LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.26 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2014/rP12007 CSI. DEFL. in loc) Vdefl L/d TC 0.42 Vert(LL) 0.02 6-7 999 240 8C 0.26 Vert(rL) 0.06 6-7 999 180 WB 0.25 Horz(TL) 0.01 6 n/a Iva Matrix -MS 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) 9=612/0.3-8, 6=686/Mechanical Max Horz 9=214(LC 11) Max Uplift 9=113(LC 12). 6=-132(LC 12) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=525/218. 2-3=382/252, 3-4-378/232, 1-9=565/251. 4-6=639/343 BOT CHORD 7-8-261/455 WEBS 1-8=133/451, 4-7=140/388 Scale = 1 50.0 PLATES GRIP MT20 2441190 Weight: 112 lb FT = 206A Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10: Vu11=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to to-". Exterior(2) 10-4-0 to 13-4-0 zone; end vertical right exposed;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) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 9 and 132 lb uplift at joint 6. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • VarNy design parameun and READ NOTES ON T#US AND INCLUDED MITEx REFERENCE PAGE MIP7473 rev 1"2/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracdgl indicated is to prevent bucklmg 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 IabriGalion, storage, delivery, erection and braGng of trusses and truss systems, see ANSVTPII Quality CMeAa, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety InfortnaUon avaitable from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tempe, FL 36610 Job Truss Truss Type Oty Park Sq Hm/ Madrona A C 2091 JPly T12588527 P2091AC 87 COMMON 2 1 Job Reference toptionall Mid-Flonda Lumber, Banow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc Mon Nov 27 15 15:45 2017 Page 1 10:W)DyiuZDwOdl2xygntYl3zgvcy-HUjK89295cn7X ZgIZF8NON2Y35R4oE00sZDFyExny 1-0-0 5.4.0 10-841 1-0-0 5441 54-0 1-0.0 4x4 = 3x4 II 3x8 = 3x4 II LOADING (psf) SPACING- 2.0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 100 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 7-48410-8-0, 9=484/041-0 Max Horz 9=173(LC 11) Max Uplift 7=176(LC 9), 9=217(LC 12) Max Grav 7=491(LC 22), 9=491(LC 21) CSI. DEFL. in loc) Udell Ud TC 0.52 Ven(LL) 0.08 7-8 915 240 BC 0.91 Ven(TL) 0.14 8 627 180 WB 0.25 Horz(TL) 0.00 7 n/a We Matrix -MS FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=357/247 Scale - 1:37.9 PLATES GRIP MT20 2441190 Weight. 73 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; VuQ=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=15ft, B=45ft, L=24ft: eave=oft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-", Interior(1) 2.0-0 to 5-4-0, Exterior(2) 5-" to 8-4-0 zone: cantilever left and right exposed ; end vertical left and nght exposed,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 bad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-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 176 lb uplift at joint 7 and 217 lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies iiii-Ed 0 wARNwo, • Verity design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 11010•7473 rev. 1"312015 BEFORE USE. minnow Design valid for use only with M(Te11a contractors. This design is baud only upon parameters shown, and Is for an individual budding component. net i a Cross system Before use, the build" designer must verity the applicability of design parameters and properly incorporate this design into the Overall building oespracxip nBindicatedis to prevent OucWinp or individual truss web and/or chord members only. Additional temporary and permanent bracing fe always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding life fabrication, storage, delivery, erection are tinting of trusses and truss systems, sae ANSIRPI1 Quality Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plata Insldde. 218 N. Lee Street, Slade 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/ Madrona A C 2091 T12588528 P2091AC 88 HIP 1 1 job Refere Mid -Florida Lumber, Bartow, FL. 8130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 1515,46 2017 Page 1 10, WjDyiuZDwOr112xygntYl3zgvcylgHlLV3nswv_988ssGmNvcvExTRUOXuNfgb7lhyExnx 1 t •7-0 1-0-0 4-114 i7d 10-M 100-710 0-0 4•114 aso 44-0 as• , 0 0 44 = 44 = e ran r- 3 4 11 •- - e 3x4 II 3x4 = 3.4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 10.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2014frPI2007 Matrix -MS 30 = DEFL. in (loc) Udefl L/d Ven(LL) 0.08 9 >902 240 Ven(TL) -0.13 9-10 >543 180 Horz(TL) -0.00 8 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 11=480/0-8.0, 8=480/041-0 Max Horz 11=170(LC11) Max Uplift 11=215(LC 12). 8=-178(LC 9) Max Grav 11=493(LC 21). 8-493(LC 22) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown BOT CHORD 9-10=192/278 WEBS 3-10=292/168, 4-9=292/168 Scale - 138 e PLATES GRIP MT20 244/190 Weight: 80 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc punins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL-3 Opsf, h=15ft; B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Pan. Encl., GCpi=0.55; MWFRS (directional) and C-C Extenor(2)-0-11-8 to 2-0-8, Interior(1) 2-0-8 to 5-0-0. Exterior(2) 5-0-0 to 5-8-0, Interior(1) 9-10.15 to 11-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 215 lb uplift at joint 11 and 178 lb uplift at joint 8. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies mot0WARNING • Verify design parameters and READ NOTES ON 7NIS AND INCLUDED M1TEX REFERENCE PAGE M/1.7473 rev. 1"1701S BEFORE USE. Design valid for use only with MiTelob connectors This design is based only, upon parameters Shawn, and is far an Individual budding component, not a truss system Before use. the budding designer must verify the applicability of design parameters and properly rnrorporate this design into the overall budding design Braurp indicated is to prevent buckling of individual truss web and/or Chord members only Add4ror,al temporaryand permanent tracing is always r"Utred 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. OSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plata Institute. 218 N Lee Street. Suite 31Z Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Gty Py Park Sq HmA/ MadronaC 2091 T12588529 P2091AC B9 HIP 1 1 o a Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15.47 2017 Page 1 ID: WjOyiuZDwOdl2xygntYl3zgvcy-Dsr4Yg3PdElgnlj30 HeSpTR4txr7')IXtKLgHSyExnw 1- 0-02.11.8 7.7.8 10-7-0 na-0 1- 0.0 2.11.8 4-8-0 2-11 1-0-0 4x8 40 6. 0o 12 3 11 12 13 14 4 axe t0II3x4 = 3xe = 7 18 II LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 10.0 Lumber DOL 1.25 BC 022 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Scide - 1.32.9 DEFL. in (loc) Vdeft tad PLATES GRIP Vert( L-) 0.05 8-9 >999 240 MT20 244/190 Ven( TL) 004 8-9 >999 180 Horz( TL) -0.00 7 n/a n/a Weight 81 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. ( lb/size) 10=526/0-8 , 7=526/0-8-0 Max Hors 10=151(LC 6) Max Uplift 10=438(LC 8), 7=438(LC 8) Max Grav 10=526(LC 17). 7=526(LC 18) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=276/338, 3-4=210/316, 4-5=275/338, 2-10=506/472, 5-7=505/472 BOT CHORD 8-9=303/210 WEBS 2-9=381/329, 5-8=381/328 Structural wood sheathing directly, applied or 6-04 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 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; SCOL-3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat II, Exp B; Encl.. GCpi=O 18; MWFRS (directional), end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurreni with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint 10 and 438 lb uplift at joint 7 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 115 lb up at 3. 0.0, 5 lb down and 41 lb up at 540-12, and 5 lb down and 41 lb up at 5-7-4, and 61 lb down and 115 lb up at 7-8-0 on top chord, and 39 lb down and 216 lb up at 3-0-0, 15 lb down and 93 lb up at 5.0-12, and 15 lb down and 93 lb up at 5-7-4. and 39 lb down and 216 lb up at 7-7-4 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 r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=60, 2-3=-60, 3-4=60, 4-5-60. 5.6-60, 7-10=20 Concentrated Loads (lb) Vert: 3=14(F) 4=14(F) 9=18(F) 8=18(F) 12=-5(F) 13=5(F) 15=-8(F) 16=-8(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - V 0erlloonlywon parameters tansand READ NOTES is rise AND INCLUDED meters REFERENCE PAGE a111.74TJ rail. building component. b BEFORE USE. Design valid for use any wen Mreuom connectors lrw design is based Dray upon parameters Brawn, and b for an rrWrvrdwl Dutlernp eomponem, not a truss system. Before use. the building designer must venty, the applicability or design parameters and property incorporate this design into the overall wading design Bracing indicated is to prevent buckling of mdrvbdwl truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fawiutan, storage, d*1wery, *(action and bractng of trusses and sou systems, see ANSVTPII Gustily Criteria, OSS49 and BCSI Building Component 6904 Psna Fast Shift Safety InfomtaUon available from Truss plate Insteule. 218 N Lee Street, Sue* 312. Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq HrrV Madrona A C 2091 T12588530 P2091AC CA JACK 10 1 Job Reference (optional) Mid-Flonda Lumber, Barlow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:47 2017 Page 1 ID•W)DytuZDwOAl2xygntYl3zgvcy-Dsr4Yg3PdEtgnli30_HcSpT/Bt 67IDXIKLgH8yExnw 1-0-0 t-0.0 1-0.0 1-0-0 Md d 2x4 = Scale a 1.7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 001 Vert(TL) 0.00 5 >999 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matnx-MP Weight: 5lb 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=10/Mechanical, 2=130/0-8-0, 4-0/Mechanical Max Horz 2-35(LC 12) Max Uplift 3=-3(LC 9), 2=59(1-C 12) Max Grav 3=11(LC 17), 2=130(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, Vuh-140mph (3-second gust) Vasa=108mph; TCDL=4.2psf: BCDL=3.Opsf, h=15ft, 8=45ft; L=24ft; eave=4ft; Cat. It: 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 3 lb uplift at joint 3 and 59 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vrify design Perimeters end READ NOTES ON TICS AND INCLUDED WTEK REFERENCE PAGE NX?473 rw. f01031201S BEFORE USE. Design valid for use Only with MiTek9 connectors This design is based only upon parameters shown, and is for an individual budding component. rip a truss system Before use, the W14MQ designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web 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 h ibneetion• storage• delivery. erection and bracing of trusses and Iniss systems. see ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 69U Parks East Blvd Safety Information available tram Tens PWe Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq HrrV Medicine A C 2091 1 T12588531 P2091AC CJ1A JACK 1 all Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:48 2017 Page 1 ID: W)DyluZDwOAl2xygntYl3zgvcy-h3PTmA42OX9hOSIFzhor_1?fgGKssUTg6_4DgayExnv 1-" 0.11-0 1-" 0.11-8 Scale = 1.11.4 LOADING (psf) SPACING- 2-" CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.14 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 0.04 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0 00 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matnx-MR Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-" oc puriins, BOT CHORD 20 SP No 2 except end verticals WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 5=150/0-7-8, 3-16/Mechanical, 4=1/Mechanical Max Horz 5=58(LC 12) Max Uplift 5=25(LC 8), 3=16(LC 1), 4=21(LC 12) Max Grav 5=150(LC 1). 3=5(LC 10), 4=17(LC 10) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat II; Exp B, Encl.. GCp1=0 18, MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live bads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will frt between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 5, 16 lb uplift at joint 3 and 21 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design paramolm and MAO NOTES ON THIS AND INCLUDED AtITEK REFERENCE PAGE M10-7473 rw. 10N3/2015 BEFORE USE. Design valid for use Only with MiTekm Connectors This design is based only upon parameters shown, end is for an etdivrauai buildup component, not a truss system. Before use, the building designer must verly the applicability of design parameters and property incorporate this design Into the overall budding design. Bracing indicated is to prsvem buckling of indrNdual tons web and/or chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the us falxicmton. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS41 and SCSI Building Component 6904 Parka Emu and Safety Information available from Tens Plate Institute, 218 N Lea Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type City Ply Park Sq Hill/ Madrona A C 2091 T12588532 P2091AC CJIB JACK 1 1 do a Mid-Flofida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:49 2017 Page 1 ID: W)DyiuZDwOrll2xygntYl3zgvcy-9FzrzW5g9rHYOctRXPK4XEYjGgcLbtggLeqnMOyExnu ao 0-, 1-0 a11.6 6.00 12 30 = Scale - 1.21.8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) Wen Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 SC 0.28 Vert(TL) -000 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0O6 3 n/a n/a BCDL 10. 0 Code FBC2014/TPI2007 Matrix -MR Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins, BOT CHORD 2x4 SP No 2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 5=150/0.3-8, 3=20/Mechanical, 4=3/Mechanical Max Harz 5=103(LC 12) Max Uplift 5=95(LC 10). 3-86(LC 12), 4=143(LC 12) Max Grav 5=179(LC 12),3=54(LC 10).4=108(LC 10) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf, BCOL-3.0psf; h-15R; B-45n; L=24n; eave=4n; Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live bad 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 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 95 lb uplift at joint 5, 86 lb uplrft at joint 3 and 143 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Ve ft design parameters and READ NOTES ON THIS AND INCLUDED A9TEK REFERENCE PAGE 11,10.7473 rw 1040=015 BEFORE USE. Design valid for use only with MTelt® Connectors This design is based only upon parameters Hawn, and is for an individual budding component, not a truss system Before use, the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated IS to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPIt Quality Criteria. OSS49 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available horn Truss PWe Instmee, 218 N Lee Street. Suite 31Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Park Sq Hint Madrona A C 2091IPly T12588533 P2091AC CJ1C JACK 4 1 ReferenceJob1 Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:49 2017 Page 1 I D.%MjDytuZDwOnl2xygntYl3zgvcy-9FzrzW5g9rHYOctRXPK4XEYj7gZTb)ggLegnMOyExnu 1-0-0 an4 1-0-0 a1,.e 600 Fl2 5x8 MT20HS 11 LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in be) laden L/d TCLL 200 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.00 4-5 999 240 TCDL 100 Lumber DOL 1.25 BC 0.47 Vert(TL) 0.00 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.12 3 n/a n/a 13COL 100 Code FSC2014/TPI2007 Matrix -MR LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 5-150/0.7-8, 3=21/Mechanical, 4=3/Mechanical Max Horz 5=157(LC 12) Max Uplrft 5=247(LC 10). 3=156(LC 12), 4=247(LC 12) Max Grav 5=344(LC 12), 3=117(LC 10). 4=206(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1.24.4 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 10 lb FT = 20% Structural wood sheathing directly applied or 1.0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vuk=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft: B=45ft; L=24ft; eave=4ft; Cat. It: 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) All plates are MT20 plates unless otherwise indicated 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 nil between the bottom chord and any Other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 5, 156 lb uplift at joint 3 and 247 lb uplift at joint 4 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verily design parameters end READ NOTES ON Ties AND INCLUDED a07EK REFERENCE PAGE AIX7473 rev 1"312015 BEFORE USE. Design valid for use only with MIT610 Connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the building designer must venty the applicability of design parameters and property incorporate this design into the overall buitdmg 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 arid to prevent collapse with possible personal merry and property damage For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems. sea ANSVTPII Quality Criteria. OSS49 and SCSI Building Component 69N Parke East BtA Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 31 Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory PIy, Park Scl HnV Madrona A C 2091 T12588534 P2091AC CJ3 JACK 10 1 Job Reference Mid -Florida Lumber, Bartow, FL. 1-0.0 ii 2x4 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15 50 2017 Scale, 1*=1' 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 009 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10 0 Lumber DOL 1 25 BC 0.08 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 000 3 n/a n/a BCDL 10.0 Code FSC2014rrP12007 Matnx-MP 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 purtins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=7 1 /Mechanical, 2=188/0-8A, 4=36/Mechanical Max Horz 2=62(LC 12) Max Uplift 3=26(LC 12), 2=50(LC 12) Max Grav 3=71(LC 1), 2=188(LC 1). 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft, 8=45ft; L=24ft, eave=oft, Cat. 11; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 2-114 zone;C-C for members and forces tt 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 bad 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 26 Ib uplift at joint 3 and 50 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vivify d*Wgn parameters and READ NOTES ON rNIS AND INCLUDED ar1TEK REFERENCE PAGE 1101I1.7473 rw f&V"OIS BEFORE USE. Oesrgn valid for use only with MUM Connectors. This design is based only upon parameters shown, and is for an individual budding Component, not a truss system Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing radiated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is alvrsys required for stebddy and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the Now fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPn Oualky Crlteris, OSS-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Pry Park Sq HrN Madrona A C 2091 I Tt2588535 P2091AC CJ3A SPECIAL 1 1 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15.50 2017 Page 1 I0: W)DyiuZOwOr112xygntYl3zgvcy-dRXDBs6lw9PPemSe56rJ3S5?44?2KOzzalZKuSyExnt t-0-0 1-0-0 3-04 1-0-0 1-0-0 2-04 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.15 TCDL 10.0 Lumber DOL 1 25 BC 0 12 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCOL 10.0 Code FBC2014frP12007 Matrix -MR LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 'Except• 3-6. 20 SP No 3 WEBS 2x4 SP No.3 REACTIONS. lb/sae) 8=195/0-8-0, 4=74/Mechanical, 5=24/Mechanical Max Horz 8=63(LC 12) Max Uplift 8=37(LC 12). 4=39(LC 12) Max Grav 8=195(LC 1). 4=76(LC 17). 5=40(LC 3) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. Scale - 1.26.7 DEFL. in (loc) Uden Ud I PLATES GRIP Vert(LL) 0.01 7 >999 240 MT20 244/190 Vert(TL) -0.01 6 >999 180 Horz(TL) -0.01 4 n/a rile Weight: 17 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 3-0-0 oc puriins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL-3.0psf; h=15ft; B=45ft; L=24ft; eave=4R; 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 8 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 37 lb uplift at joint 8 and 39 lb uplrtt at joint 4 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VarNy eLalgn paramelm and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1"12015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an ndmdwl building component, not a truss system. Before use, the budding designer must veiny, the applicability of design parameters and property ncOrporale this design into the overall buildup design. Bracingindicated is to Prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bra is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MM fabrication, storage, deWery. erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria. DS528 and SCSI Building Component SOW Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type pry Ply Park Sq Hrrd Madrona A C 2091 I I T12588536 P2091AC CJ38 JACK 1 1 Job Reference footionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15.15 51 2017 Page 1 ID:W)DyiuZOwOrli2xygntYl3zgvcy-5e4bOC6wgSXGFv1 gfpMYddAdULu3gg7oyJuQvyExns A." 2.11.8 1-0-0 2.11.8 1.Sx4 II LOADING (psf) SPACING- 21 -O CSI. TCLL 20.0 Plate Grip DOL 26 TC 0.17 TCDL 10 0 Lumber DOL 1.25 BC 0.08 SCLL 0.0 ' Rep Stress Ina YES WB 009 BCDL 10.0 Code FBC2014rrPI2007 Matrix -MP DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.00 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) 6-193/0.3-8, 3=68/Mechanical, 4=28/Mechanical Max Horz 6=130(LC 12) Max Uplift 6=9(LC 8). 3=26(LC 12), 4=-96(LC 12) Max Grav 6=193(LC 1), 3=68(LC 1). 4=85(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=165/302 Scale = 1:26.7 Weight: 21 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind, ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL-3.Opsf, h=15ft, B=45ft; L-24ft; eave=4ft; Cat. II, Exp 8; Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -0-11-8 to 2.0-8, Interior(1) 2-0-8 to 2-11-4 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 9 lb uplift at joint 6. 26 lb uplift at joint 3 and 96 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies wiewe Q WARNING - Verffy design parameters end READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE Mf -7472 rev. 10A "015 BEFORE USE. , Design vale] for use only with MiTali® connectors This design is based only upon parameters shown, and is for an Individual building component, not mm a truss system Before use, the building designer must verity the applk:sbrilty of design parameters and property incorporate this design into the overall building design Bracing indicated is 10 prevent buckling of Individual truss web andfor tlwrd 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 tin fabrication, storage, delivery, erection and bracing of tnisus and truss systems, we ANSUTPII Quality CMeris. OSBag and BCSI Building Component 6904 Pan" Fast Blvd Safety Information available hom Truss Pate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrona A C 2091 T12588537IP2091ACCJ5JACK101 Job Reference (optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Mon Nov 27 15 15.51 2017 Page 1 ID:V jDyiuZDwOnl2xygntYl3zgvcy-5e4bOC6wgSXGFvlgfpMYdd7CU183rO7oyJuOvyExns t-0-0 5-0.0 t-0-0 5-0.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20 0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 004 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.08 4-7 764 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MP LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0.8-0, 4-64/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=50(LC 12). 2=54(LC 12) Max Grav 3=127(LC 1). 2=264(LC 1), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1.17 9 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft. L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=O 18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 24)-0, Interior(1) 2-0.0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nontoncurrent 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 rid 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 50 lb uplift at joint 3 and 54 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies d WARNING - Vertly design parameters and READ NOTES ON rmS AND INCLUDED WrEK REFERENCE PAGE AIX7473 rev. 104113r2015 BEFORE USE. Design valid for use only with MiTek* connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must ve ft the applicability of design parameters and properly incorporate this design imo the overall budding design Bracing indicated is to Prevent buckling of individual buss web and/or chord members only. Additional tempotsry, and permanent bradmg is skvsys required for stadldy 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 ANSIRPN Quality Criteria. OSS419 and SCSI Building Componern 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Sir". Suite 312. Alexandria. VA 22314. Tampa. FL 36810 Job Truss Truss Type sty Ply Park Sq HM Madrona A C 2091 T12588538 P2091AC G1 HIP 1 1 0(oottonall Mid -Florida Lumber, Bartow, FL 1.0-0 ' 3-9-4 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15.15 52 2017 3.2-12 5.4-0 3-2.1 44 = 4x8 = 4 17 18 5 3-9-4 1-0-0 Seale = 1:34 8 4x4 = 6xS = 30 = 04 = LOADING (PSO SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv NO BCDL 10 0 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4.5: 20 SP No 1 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1432/0-8-0, 7=1425/0.8-0 Max Horz 2=77(LC 6) Max Uplift 2=368(LC 8), 7=-367(LC 8) CSI. DEFL. in loc) I/defl L/d TC 0.80 Vert(LL) 0.08 9-10 999 240 BC 0.79 Ven(TL) 0.22 9-10 999 180 WB 0.23 Horz(TL) 0.08 7 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 93 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11AS oc purlins. BOT CHORD Rigid ceiling directly applied or 8.0-6 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=2534/669, 3.4-2368/649. 4-5=2148/609, 5-6=2374/650, 6-7=-2535/668 BOT CHORD 2-10=537/2211. 9-10= 488/2125, 7-9=53612210 WEBS 4-10=-40/602, 5-9=-39/584 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsf; h=15ft; 8=45ft; L=24ft; eave=oft, Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (directional); Lumber OOL=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 nonconcurrem 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 368 lb uplift at joint 2 and 3671b uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185111 down and 201 lb up at 7.04, 95 lb down and 105 Ile up at 9-0-12, and 95 lb down and 105 lb up at 10.3.4. and 185 lb down and 201 lb up at 12-4-0 on top chord, and 321 Ile down and 95 lb up at 7.0-0, 66 lb down at 9-0.12, and 66 lb down at 10.3-4, and 321 lb down and 95 lb up at 12-3.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase-1.25, Plate Increase=1.25 Undomt Loads (plf) Vert: 1-4=60, 4-5=-60, 5-8=-60. 11-14-20 Concentrated Loads (lb) Vert: 4=-138(F) 5=-138(F) 9=321(F) 17=95(F) 18=95(F) 19=321(F) 20=41(F) 21-41(F) me Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 111I1-702 row. 1"21201S BEFORE USE. Design valid for use only with MTek® connectors This design is bused only upon parameters shown, and is for an mdrvdual budding component, not a truss system. Before use. the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal intury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Park Sq HaV Madrona C 2091 Ajob ly 88T125539 P2091AC G2 HIP 1 1 Reference loptionall Mid-Flonda Lumber, Banow, FL 8.130 s Sep 15 2017 Mt ek Industries, Inc. Mon Nov 27 15:15:53 2017 Page 1 ID:W)DyiuZDwOdl2xygntYl3zgvcy-20CMputlAC4n VDBCmE00h4iiVNHuuXjAPGGo VnyExrtq 1-0-0 4.94 9-0-0 10.4-0 14-&12 19.4-0 204-0 1-0-0 4.94 4-2-12 14-0 4.2-12 4-94 1-0.0 Scale - 134.8 4x4 = 4x4 = 3x4 = 30 = 3x4 = 3x4 = 3x4 = Plate Offsets (X.Y)- f2:0.1-12.Edoe1. 17.t}1-12.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft cad PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.21 Vert(LL) 0.10 10-17 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 BC 0.63 Vert(TL) 0.28 10-17 >839 180 SCLL 0.0 Rep Stress Ina YES WB 0 16 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matnx-MS Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5.2-8 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-833/0-", 7=83310-8-0 Max Horz 2-96(LC 11) Max Uplift 2=164(LC 12). 7-164(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1237/470, 34=946/366, 4-5=794/359, 5-6=-946/366, 6-7-1237/470 BOT CHORD 2-11=350/1062. 10-11=154/794, 7-10=357/1062 WEBS 3-11=324/230, 6.10=-324/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL-3 Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. It: Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0 . Intenor(1) 2-0-0 to 9-0-0, Extenor(2) 9 0 to 10-". Interior(1) 14-8-11 to 20-4-0 zone;C-C for members and forces d 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 bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 2 and 164 lb uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11111-7473 rev. tan13,2015 BEFORE USE. Oesign vela for use any with MlTeieD connectors This design is based only upon parameters shown, and is for an individual Wilding Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wildng design. Bracing indicated Is to prevent bucidmg of individual truss web and/or chord members orgy. Additional temporary and permanent bracing is always required for atat9ay and to prevent collapse with possible personal injury and property damage, for general guidance regarding the MR fabrication, storage, delivery, erection and brsong of trusses and truss systems, see ANSVrPl1 Oualhy, Criteria, OS849 and SCSI Building Component 6904 Pence East Blvd Safety Information available ham Truss Plele Inslrtae. 21e N Lee Street Suss 312. Alexandra, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq HrtV Madrone A C 2091 T12SUS40 P2091AC G3 COMMON 1 1 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc Mon Nov 27 15:15:54 2017 Page 1 ID VADyiuZDwOAI2xygntYl3zgvcy-VWmkOE9ozNvr6NIPKyvFEIFgihCHGA7ZUwXY1EyExnp 1-04 SAA 96-0 14-2-12 19-4-0 20-4-0 1-0.0 5-iA 466 -124.12 5-1.4 144 6- Scale - 1.35.4 4x4 = 3x4 3x4 = 3x8 = 3x4 9. 8.0 t9d-0 fAJtll 9.A.11 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 024 TCDL 100 Lumber DOL 1.26 BC 0.74 BCLL 0.0 ' Rep Stress Inv YES WB 0.19 SCOL 100 Code FBC2014/TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. ( lb/size) 2-833/0-8-0, 6=833/0-8-0 Max Horz 2=102(LC 10) Max Uplift 2=164(LC 12), 6=-164(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1219/415, 3-4=913/326. 4-5=9131326, 5-6=1219/415 SOT CHORD 2-9=286/1042, 6.9=304/1042 WEBS 4-9=129/497, 5-9=-337/211, 3-9=-337/211 DEFL. In (loc) Well Ud PLATES GRIP Vert( LL) -0.11 9-12 >999 240 MT20 244/190 Vert( TL) -0.29 9-12 >794 180 HOrz( TL) 0.04 6 n/a n/a Weight: 87 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10; Vutt=140mph (3-second gust) Vasd-108mph; TOOL=4 2psf; BCOL=3 Opst; h=15ft; 8=45ft; L-241t; eave=oft, Cat. It: Exp 8; Encl.. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2.0-0 to "-0, Exterior(2) 9-8-0 to 1241- 0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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 164 lb uplift at joint 2 and 164 lb uplift at joint 6. la Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED a6TEK REFERENCE PAGE a10-7473 rev. 10A1312015 BEFORE USE. Design valid for use only with MlTekm connectors This design is based only upon parameters shown, and is for an milmdual budding component. not a truss system Before use, the building designer must verity me applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing rs always required for aabilrty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage, delivery, ereciron and bracing of trusses and truss systems. see ANSVTPlI Quality Criteria, OSS419 and BCSI Building Component 6904 Perks Fast Blvd Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. AlevAndna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Park Sq HOV Madrona A C 2091 10ty 1PIy T12588541 P2091AC G4 COMMON 1 1Job Reference (optional) Mid -Florida Lumber, 8anow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15:15 55 2017 Page 1 ID:W)Dyiu2DwOn12xygntYl3zgvcy _PK6EZARkh2ikXKbufOUmVorS5X8?r ggaH5agyExrlo 1.0-0 5.14 9_8.0 14.2-12 i 18.11.E 1 0 0 5-1 4 4$12 4-6-12 441-12 4x4 = Scale - 134.6 3x4 = 3x4 = 3x8 = 04 = LOADING (psf) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 10.0 Lumber DOL 1.25 BC 0.77 BCLL 00 ' Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FSC2014/TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 80T CHORD 20 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No 3 REACTIONS. (lb/size) 6=745/0-3.8, 2=832/0-8-0 Max Horz 2-98(LC 11) Max Uplift 6=126(LC 12), 2=162(LC 12) FORCES. (lb) - Max. Comp./Max Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1216/418, 3-4-910/319, 4-5=909/329. 5-6=1212/424 80T CHORD 2.8=328/1039, 6.8=313/1034 WEBS 4.8-1331511, 541=337/199, 3-8=-337/211 DEFL. in (loc) Udell Ud PLATES GRIP Ven(LL) -0 12 8-11 >999 240 MT20 244/190 Ven(TL) -0.31 8-11 >738 180 HOfz(TL) 0.03 6 n/a Na Weight: 85 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10. Vuft-140mph (3-second gust) Vasa=108mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft, 8=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 9-8-0, Exterior(2) 9-8-0 to 12-8-0 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 bad 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 rid between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 6 and 162 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies V0WARNING - w.r airy design parameters and READ NOTES ON TIaS AND INCLUDED MITEK REFERENCE PAGE MIIJITI M. fOAq/20fe BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon Waimeten shown, and is for an individual budding component, not 4 truss system Before use, the bulling designer must verify the applicability of design parameters and properly incorporate this design into the overal budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Adddorial temporary and permanent bracing is always required for gelidly 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, no ANSVTPI1 Quality CAtarts, OSS49 end SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plata Insidute, 218 N. Las Street, Sun* 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrorta A C 2091 T12588542 P2091AC G5 SPECIAL 1 1 o w all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:56 2017 Page 1 I D:gDyw2DwOd12xygntYl3zgvcy-SbuURvA3V?AZMhvnRNyIJIKxsVvak?PsyE0f66yExnn t-0-0 5.1.4 9$-0 15$4) 18-11-0 1-0-0 5-1.4 4-6-12 6-0-0 33.8 Scale - 1.33.5 4x4 = 4x4 = 3x8 = 3x4 = 3x4 = 1.5x4 II 9AO 15.8-0 1&11$ 9.8.0 i 6-0-0 3.3.8 Plate Offsets (X.Y1— 12:0.2-0.Edoel LOAOING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.52 Ven(LL) 013 10-13 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 SC 0.69 Ven(TL) 034 10-13 >656 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0 45 Horz(TL) 003 7 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matnx-MS Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc punins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. REACTIONS. (lb/ size) 7=738/0-3-8, 2=827/0-" Max Horz 2=83(LC 11) Max Uplift 7--128(LC 12). 2=158(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1193/404. 3-4-895/317. 4-5=-909/309, 5-6=1021/337, 6-7=705/253 BOT CHORD 2-10=394/1018, 8-10=355/1065 WEBS 3- 10=335/202. 4-10=-91/459, 5-10=366/157, 5-8=562/240. 6-8=389/1184 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15(t; 8=45ft; L=24ft; eave=4ft; Cat. If: 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 9-8-0. Exterior(2) 9-8-0 to 12-8- 0, Intenor(1) 15-8-0 to 18-9-12 zone;C-C for members and forces d 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 bads. 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 frt between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 7 and 158 lb uplift at joint 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies ei-6 Q WARNING - Verily design pararnetars end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 114/1.7473 rev 1"3/2015 BEFORE USE. Design valid for use only with MlTek9 connectors This design is based only upon parameters shown, and is for an mdWual budding component, not a truss system Before use, the budding designer must verily the applrabiliy of design parameters are property Incorporate this design into the overall budding design. Bracing indx:aled is to prevent bucklmg of mdrAdual truss wab andror chord members only. Additional temporary are permanent bracing is always required for stability and to prevent collapse with possible personal nniury, and properly damage. For general guidance regarding the fabrication, storage, delivery. erection are bracing of trusses and truss systems. sea ANSVWII Quality criteria, OS049 and SCSI Building Component 6904 Parke East Bhd. Safety Information available from Truss Plate Institute, 218 N. Lea Street. Suite 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type Oy Park Sq Hm/ Madrona A C 2091Ply T12588543 P2091AC G6 SPECIAL 1 1 Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries. Inc. Mon Nov 27 15:15:56 2017 Page 1 ID:"DyiuZDwOAI2xygntYl3zgvcy-SbuURvA3V?AZMhvnRNyjJiK KVu0kOAsyE0166yExnn 141-0 5.1.4 9-0.0 13-8-0 18-11.8 1-0 0 5.14 4512 4-" 5.3.8 Scale = 135.1 4x4 = 4x4 = 3x8 = ' — 3x4 = 1 Sx4 II 9," i 1341.0 18-11.8 t 0" dull 11-:t31 LOADING (psq SPACING- 2 '0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 TCDL 100 Lumber DOL 1.25 BC 0.71 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 BCDL 100 Code FSC2014lrP12007 Matrix -MS DEFL. in (loc) udeft L/d PLATES GRIP Vert(L-) -0.14 10-13 >999 240 MT20 244/190 Vert(TL) -037 10-13 >617 180 Horz( TL) 0.03 7 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) 7=738/0-3-8, 2=827/0-8-0 Max Horz 2=100(LC 12) Max Uplift 7-131(LC 12). 2=155(LC 12) FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1195/400, 3-4=-886/308, 4.5=-870/314, 5-6=948/324, 6-7-483/272 BOT CHORD 2-10=-426/1022, 8-10=334/972 WEBS 3-10=340/211, 4-10-123/481, 5-10-317/133. 5-8=465/206, 6-8-35911056 Weight: 98 lb FT = 20% Structural wood sheathing directly applied or 5-3.4 oc purlins, except end verticals. Rigid ceiling directly applied or 9-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10. Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, 8=45ft; L=24ft; eave=oft; Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 9-84), Exterior(2) 9.8-0 to 1241- 0, Interior(1) 1341-0 to 18-9-12 zone:C-C for members and forces 3 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 7 and 155 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily daalpn persmefera and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGEMil-7Q.1 rev. 10l00312016 BEFORE USE. 1 Design valet for use any with Mr raba connectors This design is based only upon parameters shown, and is for an individual budding component. not a truss system Before use, the building designer must verify the applicability of design pamrs raateand propertyincorporate this design into the overall buedrng design. Bratrng eldirated IS to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing IS aWays required for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the fabrication, Storage. delivery, etection and bracing of trusses and truss systems, sea ANSIfTPIt Quality CAtena, OSS49 and SCSI Building Component 69N Parile East Blvd Safety Information available born Trans Plate Institute, 218 N. Lee Street. Suds 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/ Madrona A C 2091 T12588544 P2091AC G7 SPECIAL 1 1 all Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15A5:57 2017 Page 1 ID:VADyiuZDwOAl2xygntYl3zgvcy-wnSsfFBhGIIO_qU ?4Tysw14YvDTTJ?BumCeYyExnm 1-0-0 5-14 9$0 11-01) 18.11-8 1-041 5.14 4.612 2-0-0 7-3-8 Scale = 1:33.8 4x4 = 4 3x4 = "" - 3x4 = i g a o 11$1) i 18-11-8 9A4) 2-0-0 I 7-3-8 Plate Offsets (X.YI- 12:0.1-12.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 065 Vert(LL) -0.17 7-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.43 7-9 >526 180 BCLL 0.0 Rep Stress Incr YES WB 035 Horz(TL) 0.04 7 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 98 ID FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 841-13 Die bracing. WEBS 1 Row at midpt 5.7 REACTIONS. (lb/sae) 7=739/0-3.8, 2=826/0-8-0 Max Horz 2=128(LC 12) Max Uplift 7=136(LC 12). 2=150(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1210/387, 3-4=899/280, 4-5=-873/322 BOT CHORD 2-9=450/1035, 7-9=326/865 WEBS 3-9=336/214, 4-9=-170/595. 5-9=295/158, 5-7-930/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=oft, Cat. II, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 9-8-0. Extenor(2) "-0 to 11-8-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Wads. 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 136 lb uplift at joint 7 and 150 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Varlry design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE M11.7472 rw f0i02r20fe BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent Welding of individual truss web andfor Gard members only Additional temporary and permanent bracing always requved for wbaay and to prevent collapse wan possible psraonal injury and property damage. for general guidance regarding the - latincahon, storage. delivery. etecton and braung of trusses and truss systems, a" ANSMII Dually Criteria, OSBa9 and BCSI Building Component 6904 Parka East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexan0na, VA 22314. Tamps, FL 36610 Job Truss Truss Type Park Sq Hrn/ Madrona A C 2091 loty ty T12588545 P2091AC GB MONO HIP 1 1Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc Mon Nov 27 15:15.58 2017 Page 1 ID:VADyiuZDwOnl2xygntYl3zgvcy-0_OFsbCJ I cOHb_3AZn_8080GKIb2CvW9PYVIA?yFxnl 1-0-0 7.10.4 9.8-0 14-3.12 18.11$ 1-0-0 7.10-4 1-9-12 4-7-12 4-7.12 4x4 = 16 3x4 17 5 18 Scale - 1.33 3 1.50 II 10 3x4 = 7 04 = 1.5x4 II 30 = 3x4 = 7-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Wc) I/de8 L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 052 Ven(LL) 0.18 7-9 722 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Ven(TL) 0.46 7-9 284 180 BCLL 0.0 Rep Stress Incr YES WS 0.41 Horz(TL) 0.01 7 n/a n/a BCDL 100 Code FBC2014lrP12007 Matrix -MS Weight: 98 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=519/0-3-8, 2=534/0-", 10=512/0-3-8 Max Horz 2=156(LC 12) Max Uplift 7=89(LC 9). 2-51(LC 12), 10=167(LC 12) Max Grav 7=548(LC 22), 2=534(LC 1). 10=512(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=44510. 3-4=-443/87, 4-5=372/63 BOT CHORD 2-10=63/369. 9-10=63/369, 7-9=116/345 WEBS 3.10=417/301.5.7=-483/172 Structural wood sheathing directly applied or 5-7-10 oc punins, except end verticals. Rigid ceiling directly applied or 10-0-0 oC bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3 Opsf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 9-8-0, Extenor(2) 9-8-0 to 13-10-15 zone;C-C for members and forces 6 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 nonconwneni with any other live Wads 5) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 7, 51 lb uplift at joint 2 and 167 lb uplift at joint 10 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design panmNars and READ NOTES ON Tiffs AND INCLUDED MITEK REFERENCE PAGE Mt1.7472 rev. 10,113,2015 BEFORE USE. Design valid for use only with MITak® connectors. This design is based only upon parameters shown, and is for an indm0ual building Component, not a truss system Before use, the budding designer must verity the applicabitity of design parameters and property incorporate this design into Ina averse 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 mum fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria. OSS49 and SCSI Building Component $904 Parke Fast Blvd. Safety Information available from Truss Plata Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type oty Park Sq Hrn/ Madrom A C 2091ly T12588546 P2091AC J3C JACK 4 1 Mid-Flonda Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:59 2017 Page 1 I D: WjDyiuZDwOAl2xygntYl3zgvry-sAZd4xOxowY7 D8eM7 WOxLyV Ni3CxRF1eCFJj RyExnk 1-0-0 22-1• t1.8 1-0-0 1-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014frP12007 Scale = 1:29.3 e Go F,2 1 Sx4 II 3x4 = CSI. DEFL. in loc) VdeB Ud PLATES GRIP TC 0.31 Ven(LL) 0.01 5-6 999 240 MT20 244/190 SC 0.12 Ven(TL) 001 5-6 999 180 WB 0.12 Horz(TL) 001 3 n/a n/a Matrix -MP Weight: 22 lb FT = 20% 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=191/0-3-8. 3=65/Mechanical, 4=27/Mechanical Max Horz 6=193(LC 12) Max Uplrft 6=-8(LC 10), 3=42(LC 12), 4=161(LC 12) Max Gm 6=191(LC 1).3=79(LC 17).4=144(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2- 5-267/417 Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=15ft, 8=45ft; L=24ft; eave=oft; Cat. II, Exp B, Pan Encl., GCpi=0.55, MWFRS (directional) and C-C Extenor(2)-0-11-8 to 2-0-e. Interior(1) 2-0-8 to 2-10-4 zone; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 8 lb uplift at joint 6, 42 lb uplift at joint 3 and 161 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verity design parameters end READ NOTES ON TH!$ AND INCLUDED a1ITEK REFERENCE PAGE MII.7473 rw. IM31201S BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always repuired 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, sea ANSIrrPII Ouslity Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Pore Institute. 218 N. Lee Street. Suns 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq HrN Madrona A C 2091 1 T12588547IP2091ACJ7JACK22 Job Reference toottonall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:59 2017 Page 1 I D: WjDyiuZDwOAl2xygntYl3zgvcy-sAZd4xOxowY708eM7 WOxLYOEWxSBIeCFJiRyExnk 1.0.0 7.0.0 1 74)-0 Scale = 1:21.8 2x4 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.11 2-4 >695 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.29 2-4 >278 180 BCLL 00 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=190/Mechanical, 2=352/0-8-0, 4=66/Mechanical Max Horz 2=117(LC 12) Max Uplift 3=-85(LC 12). 2=69(1.0 12) Max Gray 3=190(LC 1), 2=352(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vull=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft: B=45ft; L=24ft; eave=4ft; Cat. II; Exp 8; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-", Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL-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 M between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 69 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Vwr1ly design parameters and READ NOTES ON Ties AND INCLUDED WITK REFERENCE PACE Ml1.7473 now. 100=015 BEFORE USE. Design valid for use only with M(TelaO connectors This design is based only upon parameters Shawn, and is for an aamdual budding component, not MEN, a truss system Before use, the budding designer must venty the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chard 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 un fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrFI1 Quality Collette. OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suns 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq HrrJ Madrona A C 2091 T12588548 P2091AC KJ4 JACK 2 1 ob all Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Mon Nov 27 15:16:00 2017 Page 1 ID:"DyiuZDwOdl2xygntYl3zgvcy-KM7?HHOZZDg rIDZgCOf wO6LFgvaRts_sftyExnj 1-5-0 4.2-7 1.5-0 4-2-7 A 24RT 1.50 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) trde8 Lid TCLL 20.0 Plate Grip DOL 1.25 TC 036 Vert(LL) 005 5-6 894 240 TCDL 10 0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.06 5-6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 006 Horz(TL) 0.01 3 n/a n/a BCDL 100 Code FBC2014/rP12007 Matnx-MP LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=22210-7-8, 3=77/Mechanical, 4=38/Mechanical Max Horz 6=193(LC 8) Max Uplift 6=191(LC 4). 3=-82(LC 5). 4=-165(LC 8) Max Grav 6=222(LC 1). 3=77(LC 1). 4=80(LC 3) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown Scale = 128 9 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph: TCOL=4.2psf, BCOL=3.Opsf,, h=15ft; B=45ft, L-24ft; eave=4ft, Cat. II; Exp B; Pan. Encl.. GCpi=0.55: MWFRS (directional); end vertical left exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 6, 82 lb uplift at joint 3 and 165 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb up at 1-6-12, and 132 Ito up at 1-6-12 on top chord, and 88 lb up at 1-6-12. and 88 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 Unifonn•L•oads (plf) Vert. 1-2-60. 2-3=-60, 4-6=20 Concentrated Loads (lb) Vert 7=71(F=36, 8=36) 8=4(F=2, B=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verily doslgn paametars and READ NorEs ON THIS AND INCLUDED WTEK REFERENCE PAGE Ma-7472 rev. 1"312015 BEFORE USE. Design valid for use only with Mi?elt® Connectors This design is based only upon parameters shown. and is for an individual budding Component, not a truss system Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabday and to prevent collapse with possible personal mryry and property damage For general guidance regarding the fabrication, storage, delivery, erect on and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, OS1349 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Insbtule, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HrrV Madrona A C 2091I T12588549 P2091AC KJ6 SPECIAL 1 1 Job Reference o ' Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15:16:01 2017 Page 1 ID VADyiuZDwOAl2xygntYi3zgvcy-pZhNUdEBKXorSSolEwXt10m212WgLPMhb5WkPnKyEtmi 1-5-0 .5-0 6.94 1-5-0 3-Mo 544 Scale - 1 30 6 2x4 II t-5-0 544 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in floc) Udell Lid PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.19 5.6 >417 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.20 5-6 >402 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.00 Horz(TL) 0.18 5 n/a n/a BCDL 100 Code FBC2014rrP12007 Matrix -MR Weight: 29 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 'Except' except end verticals. 3.6: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 8=308/0.11-5, 4=172/Mechanical, 5=66/Mechanical Max Horz 8=88(LC 8) Max Uplift 8=217(LC 8), 4=105(LC 8), 5=47(LC 8) Max Grav 8=308(LC 1). 4=172(LC 1). 5=108(LC 3) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=252/207 NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft: Cat. It: 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 217 lb uplift at joint 8, 105 lb uplift at joint 4 and 47 lb uplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb up at 1-6-1. 92 lb up at 1-6-1, and 42 lb up at 4-4-0, and 10 lb down and 61 lb up at 44-0 on top chord, and 74 lb up at 1-6-12, 16 lb up at 1-6-12, and 79 lb up at 44-0, and 3 lb down and 7 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 r Roof Live (balanced): Lumber Increase=1 25, Plate Increase=1.25 Uniform Loads (pit) Ven, 1-2=60, 24=60, 7-8=20, 5-6=-20 Concentrated Loads (lb) Vert: 7=7(F=4, B=2) 3=69(F=34, 8=35) 9=1(F) 10=3(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i==1 O WARNING • VaMy design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE M/474T3 rev. 10032015 BEFORE USE. Design valid for use only with MITek® conrauors This design is based only upon parameters shown, and is for an udivdwl budding component, not a truss system. Before use, the building designer must verily the apphcabiWy of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of indmdual Voss web andfor chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse w4h possible personal injury and property damage. For general guidance regarding the labricstion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Crlterls, DS649 and SCSI Building Component 6964 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Mexandns. VA 22314. Tampa, FL 36610 Job Truss Truss Type pry Ply Park Sq Hrrd Madrona A C 2091 T12588550 P2091AC KJ9 JACK 5 1 ference i Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mi fek Industries, Inc. Mon Nov 27 15 16,02 2017 Page 1 ID W)Dyiu2DwOAl2xygntYl3zgvcy-HlFlizfg5rwi4cNxod272 a VWPp8jokKATzJmyExnh t•5-0 5-1-9 9.10.1 1.5-0 5.1.9 4-8-7 Scale = 123 1 2x4 = 1 5x4 11 5 3x4 = 5.1.9 44j-7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.51 Vert(TL) 0.10 6.7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0 39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FSC20141TPI2007 Matrix -MS Weight, 42 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or S." oc purlins. SOT 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=140/Mechanical, 2-526/0.11-5, 5=365/Mechanical Max Horz 2=117(LC 8) Max Uplift 4=57(LC 8). 2-108(LC 8). 5=-44(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=848/90 BOT CHORD 2-7=14W768, 6-7=-149/768 WEBS 3.7=0/294, 3-6-833/162 NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft. L=24ft; eave=4ft; Cat. 11; Exp 8; 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 Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any Other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ili uplift at joint 4, 108 lb uplift at joint 2 and 44 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 10 lb up at 1-6-1. 46 lb down and 10 lb up at 1-6-1, 68 lb down and 42 lb up at 4-4-0, 68 lb down and 42 lb up at 44-0, and 99 lb down and 74 lb up at 7-1-15, and 99 lb down and 74 lb up at 7-1-15 on top chord, and 11 lb down and 5lb up at 1-6-1, 11 lb down and 5 lb up at 1-6-1, 23 lb down at 4-4-0, 23 lb down at 4-4-0, and 46 lb down at 7-1-15, and 46 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 (ptl) Vert: 1-4=60, 5-8=20 Concentrated Loads (lb) Vert: 13=85(F=-43, B=-43) 14=7(F-4, B=4) 15=16(F=-8, B=8) 16=71(F=-36, B-36) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Varlry ilaalpn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M8•I473 rev. 1aAD21016 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indMdual budding component, not a truss system Before use, the budding designer must venty the applicability of design parameters and property incorporate this design into the overall budding design Bracmg indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braUng rs always required for Validity and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. Storage, delivery, erection and basing of trusses are truss systems, ace ANSITPl1 Quality Criteria. OSB419 and BCSI Building Component 6904 Parka Fast Blvd Safety Information available from Truss Plate Instnuta, 216 N. Lae Street, Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Qy Park Sq HrtV Madrona A C 2091Ply T12588551IP2091ACV1VALLEY11 Job Reference (optional) Mid-Flonda Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:16:02 2017 Page 1 IDWjDyiuZOwOrll2xygntYl3zgvcy-HlFlizfg5rwt4cNxod27Z a Qw308oakKATzJmyExnh 6. 11-3 12-3.3 13.3.3 6. 11-3 5-4-0 1-0-0 i 3x4 = 9 6 3x4 1x4 II 1x4 II axe II Scale a 123 7 12. 3.3 i 12- 3-3 1 Plate Offsets (X.Y1- 11:0.1-4.0.0-21. f3:0.2-0.Edael LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.39 Ven(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.24 Ven(TL) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -000 6 n/a n/a SCOL 10. 0 Code FBC2014/TP12007 Matrix-S 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. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-7-10 REACTIONS. All bearings 12-3-3 lb)- Max Horz 1=61(LC10) Max Uplift All uplift 100 lb or less at loint(s) 6, 8 except 9=124(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 9-523(LC 1) FORCES. (lb) - Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2- 9=395/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCOL-4.2psf, BCDL=3.Opsf; h-15ft; B=45ft; L-2411; eave=4ft, Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0.7-9 to 3.7-9. Interior(1) 3-7-9 to 6-11-3, Exterior(2) 6.11-3 to 10.1- 9 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10 0 pal 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) 6, 8 except (p=1b) 9=124. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily daslgn parameters and READ NOTES ON THIS AND INCLUDED iW TEK REFERENCE PAGE 11111.7473 ray. Idi VMIS BEFORE USE. Design valid for use only with MiTaltm Connecters This design is based only upon parameters shown, one is for an individual building component, net a truss system Baler* use. the budding designer must vent' the applicability of design parameters and property incorporate this design into trio overall ibu s : dingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and parmanant bracing is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageFargeneralguidanceregardingthelabrlcaaon, storage, delivery, erection and bractng of trusses and truss systems, aide ANSVTPl1 Ouallty Criteria, DSB49 and SCSI Building Component sow 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/ Madrona A C 2091 T12588552 P2091AC V2 VALLEY 1 1 job Reference (optionall Mid-Flonda Lumber, Bartow, FL. 8130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15:16:03 2017 Page 1 10WjDyiuZDwOr112xygntYl3zgvcy4xp8vJGSs82Zily7MLeM587CVJO91GOuZpDWsCy6mg 4. 11-3 9.106 4. 11.3 4.11.3 3 40 = 4 2x4 Ids II 20 Scale = 1:18 2 i LOADING ( psf) SPACING- 2-" CSI. DEFL. in loc) UdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a We BCDL 100 Code FBC2014/TPI2007 Matrix-S Weight: 32 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. OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 1=157/9.10-6, 3=157/9-10.6, 4=374/9-10-6 Max Horz 1=-41(LC 10) Max Uplift 1=34(LC 12). 3=34(LC 12). 4-48(LC 12) Max Grav 1=159(LC 21), 3=159(LC 22), 4=374(LC 1) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl.. GCpi-0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-11-3, Exterior(2) 4-11-3 to 7- 11-3 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Gable requires continuous bottom chord bearing. 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 tit 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) 1, 3, 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING - VerNy design parameters and READ NOTES ON TIdS AND INCLUDED MITEK REFERENCE PAGE MLLTQJ rev. 10,01/20f 5 BEFORE USE. Design velid for use only with Waist connectors. This design is based only upon parameters Mown, and is for an Individual budding component, not a truss system. Before use, the binding designer must verily the applicabildy 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 MM fabrication, storage, delivery, erection and bracing of trusses and truss systems, a" ANSVTPII Quality Criteria. OSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sues 31Z Alexandne, VA 22314. Tampa. FL 3664 Job I Truss Truss Type Oty Ply Park Sq Hm/ Madrona AS 2091 T12588553 P2091AC V3 VALLEY 1 1 Jo a Mid -Florida Lumber, Banow, FL. 8130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 1516 04 2017 Page 1 ID: WjDyiuZDwOnl2xygntYl3zgvcy-DSNW7eG4cSAOJvVWv25bePgPHjk2cjR1 oTy4OeyExnf 2. 11.3 5.10.8 2- 11-3 2.11-3 Scale - 1 119 3x4 = 2x4 i 2x4 i 5- 10-6 Plate OHsets_(X.Y— I2:0-2-0.Eddel LOADING ( psf) SPACING- 2.0-o CSI. DEFL. in loc) laden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FSC2014/TPI2007 Matnx-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing. REACTIONS. ( lb/size) 1=184/5.10-6, 3=184/5-10-6 Max Horz 1=22(LC 10) Max Uplift 1-31(LC 12). 3-31(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft: eave=4ft; Cat 11; Exp 8; Encl., GCp1=0 18, MWFRS (directional) and C-C Exterior(2) zone:C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 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 rrt 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) 1, 3 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON rmS AND INCLUDED a1ITEK REFERENCE PAGE MIA7173 rev. IOM312015 BEFORE USE. MOROI Design valid for use only with MTek® connectors This design is bused only upon parameters shown, and is for an individual budding 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 budding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members orgy Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury end property damage For Metal guidance regarding the MW fabrication. storage, delivery, erection and bracing of trusses and truss systems, sect ANSIITPII Quality CntaAa, OSS41 and SCSI Building Component 6904 Parke East Blvd. Safety Information available hom Truss Plate Insidute, 218 N Lee Street, Suds 312, Alexandria, VA 22314 Tamps, FL 36810 Symbols Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in fl-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -;18 r For 4 x 2 orientation, locate plates 0- 'rye' 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in fl-in-sixteenths Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 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. C 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 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 slack 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 ANSUTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sue, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Oualrly Criteria. RECORD COPY n City of Sanford Building and Fire Preventiong Product Approval Specifi n Form 1 7- 3 6 4 7* (SANFORD Permit # i Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuildina.orca. 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 w/ sidelite FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 3 Panel FL 15332.9 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 Hun Fixed MI Windows & Doors Series GA 185 Alum.Picture Fixed FL15349 1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category/Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits - Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofinq Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 W, Florida Building Code Online Page 1 of 4 iI ll0, p • • c IEEEF r SCiS Mome I Log In I User Registration ; Mot Topic I sutinut surcharge I scats e4 Facts i Puohcatons ! FeC start ; acts site Map I Links ! search 1 70fIGla Product Approval ij 1Z - USER. Public User C rt6+a Product Approval Menu > ProduR or Aoelication Search > Aooacallon List > Application Detail FL # FL8871-R7 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@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 3. King, P.E. G Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf Referenced Standard and Year (of Standard) Standard Year ASTM 01929 1996 ASTM 02843 1999 ASTM 0635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS fal.odf http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQvADgty3Ij Wak2nHrp... 9/18/2017 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.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.i.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 If (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.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.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) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of 'I" 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 11 (a) INST 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.odf Created by Independent Third Party: Yes http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgt),3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 3 of 4 IlLi specific Model and for any other additional use limitations and installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 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.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and Installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of Installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation Instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas Inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 60 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraR" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.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 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and Installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 60 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 Il (a) INST 8871.9.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design'Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Batic Nett Contact Us :: 2601 Blau 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 :: ACCesslbllitV Statement :: Refund Statement Under Florida taw, email addresses are public records. if you do not want your e-mail address released in response to a pumK-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 d they have one. The emalls provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please click here . Product Approval Accepts: http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/ 18/2017 Florida Building Code Online Page 4 of 4 Credit Card Safe http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 THERMAITRU 0 THERMA TRU DOORS 1 IS INDUSTRIAL OR., EDGERTON, OH 43517 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT" DOOR w/ WON -IMPACT" SIDELITE INSWING / OUTS WING GENERAL NOTES f. Tits product has been evaluated and bin compliance with the Slh Edilion (2014) Fiaddo Building Code (FBC) structural requirements including the 14gh Veioclly Hurricane Zone' (HVHZI. 2. Product anchors shol be as listed and spaced as shown on detolls. Anchor embedment to base material steal be beyond wag dressing or stucco. 3. When used In the 1IVHr the opaque door compiles with Section 1626 of the Florida Building Code and does not require an impact resistant covering. The nonwimpact didefite must be protected with an hnpact resistant covering complying wflh Section 1626 of the FBC. 4. When used In areas outside of the •HVHT requiring wind bome debris protection the opaque door compiles with Section 1609.12 of the FBC and does not require an Impact resistant covering. the door panel meets missile level V and includes Wind Zone 4 as dented In ASTM EI996 and Section I609.122 of the FBC. The non -Impact sideliles must be protected with an impact resistant covering complying with Section 16M.1.2 of the FBC. 5. For 2x stud framing construction. anchoring of these units shag be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of Ids drawing require hither engineering analysts by a licensed engineer or registered architect. 7. ' Outswing confguratiwss using coastal sill Item 04 under active doors, and at dh used under the sidegtes, meet wafer infiltration requirements for 1WHr. 8. Inswing confgmations and oulswing configurations using III Ilem 95 under the door do not meet The water Infiltration requirements for the 1iVHr and shag be Instated only In non•hobllable areas or of 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 COIIIENTS SHEET IT DESCRIPTION i Typical elovaflom design pressures LL general notes 2 Door panel defogs jSnmIh star) 3 Door panel details (Fiber classic) 4 Sidefite panel details 5 Horizontal cross sections 6 Vertical cross sections 7 Vertical cross sections 8 Buck and frame oncho" - 2X buck masonry construction 9 Frame anchoring -1 X buck masonry construction 10 Components 6 Glazing details I 1 ism of materials 54.7S" MAR. OA. FRAME WIDTH N; d 3795*MAT(. FRAME WIDTH 36.11T MAX. Ir 15.50' MAX. FRAME WIDTH 13.75' MAX. PANEL WIDTH —I I PANEL WIDTH Ill s 9a 8 rU1 = L 3a O O r N iv:y-'•,yc%? e-a: m `r :l-:`at.•!^`:-{ti DOOR TYPE ' 47:. rr7aeY- '`• 2 - 4 SWINGz' d"OVER 411 ea:F RAME r . • =-, r _ a POSTTIVEy' NEGATIVE? INSWING 54.75" x 98.00' 60.0 60.0SMOOTH STAR OIITSWING 54.75" x 96.50" 65.0 65.0 INSWING 64.75" x 98.00" 60.0 60.0FIBER OLITSWING S4.75" x 96.50" 65.0 65,0 CLASSIC See Sheet 10 for dosign pressure ltnitollm. Z. N.T.S. en DWS nm LFS lelo na: FL-8871.E n —La11 owv." EXTERIOR z 0 0 2 Z'sINTERIOR 46 42 I c I "'N HORIZONTAL CROSS SECTION 93 0 z 0 41 A sj. cdjE TYP N4 13 COR ERSE ImlLLLLLLLQ OF PANEL EXTERIOR INTERIOR 0 UHd0 KL- - T IL L DETAIL A -A J 4 42 O IL 13 l C lE 77 10 W001"'NEL ta 0000000 0000000000000000 02 D44 '000* 00 0000000 000000000000000, 00000000CD 00000046 00000000 0000000 000000000000000FF00000 0000 00--os 0000000IS 0 00000000 0000000 28.86% OPEN L00000000 AREA MAX. /- 2"\ VERTICAL CROSS SECTION Q*M- 05122108 1 4 41 — 0000000 00000000N.T.S. 0000000 00000000 OWS0 cW20 CHLGY. US DETAIL A - A OpAmc no.: 0 Panel reinforcement FL-8871.6 sxcr -2ora 10 64 66 67 61 EXTERIOR 67 61 63 L DETAIL A -A J 60 DOOR IANEL fiber o. . 11111 Ifllllillll INTERIOR 1 HORIZONTAL CROSS SECTION 3 I.DT -i fYP.1 FA CORNERS OF PANEL a d2 L d3 00000000 UA2 0000000 J 00000000000000000000000 18. 0000000 63 000000000000000 -110000000066 0000000000000000000000 0000000000000000 000000000 0 1. 00000 y( HINGE STILE 6S 80 O L0000000 00000000 28.86%OPEN 00000000 AREA MAX. 0000000 65 0000000000000000o0000oo DETAIL A•A Panel relnlarcemenl EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 3 E: N.T.S. er OWS m er LFS 3 FL-8871.E c rr _i of - n 0 13.75' MAX. PANEL WIDTH 7 p wCd4 4 3 4 P 70 IOEl11E E 7l Tn I saeste 1r— I n Sae61e I BO M RAIL 73 Saeile ' r MAX. D.L.O. j EITIERIOR ZJ INTERIOR v 1 HORIZONTAL CROSS SECTION 4 Icask aalt & MUC) r MAX. D.L., EXTERIOR INTERIOR 2 HORIZONTAL CROSS SECTION 4 (Fiber dusk) I'MAX D.L. EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION 4 (Smooth star) EXTERIOR INTERIOR EXTERIOR rF--! INTERIOR EXTERIOR 11* W, 4 0 INTERIOR iCZVJ 't1 j to r! tz d o = V E. i$:m P x man` CZO c 04 N 3rd b 73 73 73 sru N.T.S. uwQ or. DINS e awc W.. 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION 4 (Classiccrolt a luslk) 4 (Fiber classic) 4 (smooth star) FL-8871.E a l — 11 11 6 6 7 7 E 4 off G! 9 8 IIIII z n o= a •• 3 o v z 5 INTERIOR 70 a i Z c w9dLa 5 of e o 5 v e az vE p 18 EXTERIOR f Em. op.) 4 HORIZONTAL CROSS SECTION yw zo 5 Shown w/Mub bu l E I o D 3 3 D B 6 6 7 7 B m6565 L 0.I5, 6 6 7 7 0.15' L CSINK L CSINK - -{ PP.) PYP.I 9 B B 9 eN z 8 9 9 8 dtv 70 ado INTERIOR 4 10 10 cINTERIOR b h N a' OnF i jSN EXTERIOR 70 N - z u° 12 12 40 EXTERIOR 40 M4N M C e 05 22 08 10. swr: N.T.S. 9 L C 11 14 E on BY, OWS mPMINNUN. 60 60 1.1/1'MIN. EMB. EMB. (IYP.) CM L Or. LFS 3 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION r3 HORIZONTAL CROSS SECTION CRAWM No: 5 Outswing shown •Inswing S Oulswing shown - irnwing 5 Ouhwulg shown • Inswing FL-8871.6 c also approved d6 approved also approved sW N a-LLL o EXTERIOR i`"fJ INTERIOR 1 VERTICAL CROSS SECTION b Outswing shown - hm g also approved EXTERIOR INTERIOR I see general notes sheet I Ior'FWHr water Wltrallo requirements A Z._ C vnrnrnaa EXTERIOR .." %f ... INTERIOR 2 VERTICAL CROSS SECTION 6 Shownw/IXsub4.ck EXTERIOR INTERIOR A% j= INTERIOR r IIIIw o .di UN•: E 9m Sw i maa` 10 60 s z oW E v o K Z Cr J a 3 VERTICAL CROSS SECTION 6 Out-ty configuration bl 2 o see general notes sheet 1 Ior' HVHP water Infdtratlon c o requirements a a INTERIOR EXTERIOR see gen&d notes sheet I Iar' HVHT water Infdiratkx requi nts N. T.S. W. Ows m we. LFS ; woad rro.: " c FL— ee71.6 a a 70 NI EXTERIOR 11 INTERIOR 1 VERTICAL CROSS SECTION 7 ifs prNsed - hrMng EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION 7 IrwwN configwolion EXTERIOR // INTERIOR 2 VERTICAL CROSS SECTION 7 Shown w/Ix sub -buck EXTERIOR INTERIOR S VERTICAL CROSS SECTION J Inswing configuration c r INTERIOR 3 VERTICAL CROSS SECTION 7 MIT*" configuration INTERIOR EXTERIOR t ells% 3 •:o Z0 h 8 E m Z c Wg9maddxie F Z v11 F . • v 6 VERTICAL CROSS SECTION 7 Autswing configurafion na^= urn= 05 22 08 scuc N.T.S. owe. er. OWS aac x: LFS 01"1N0 '° FL-8871.6 7 of 1 , Jz— II r 0 M In 0 zu E7 z TYP. HEAD & TYP. HEAD & C, W0. MASONRY I I MASONRY JAMBS 0 5620. Ma: IL OPENING JAMBS MUL N OPENING C z U0 t4 NIF R HW0ISRFOrERENCEIn n FRAME-/ 3, L ONLYoZ 4L 0 0 z L A 2XBUCKtq 2XBUCK- TYP. MULLION KDO TYP. SILL TYP. SILL 1 0 0 Liuit mro UF BUCK ANCHORING HINGE JAM! FRAME ANCHORING 3MKE JAMS ru fl Mmm2XbuckconstructionCONCRETE ANCHOR NOTES:. I. Concrete anchor locations at the corners may be adjusted to maintain the min. edge distance to mortarpints. 2. Concrete anchor locations noted as MAX. ON CENTER' must be adjusted to maintain the min. edge distance to mortar joints, addlillorial concrete anchors may be reqt*ed to ensure the "MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR. MIN;..:,.. - MIN. CLEARANCE MIN,:CLEA?"C.E ANCHOR:: TYPE EMBEDMENT. TO MAfOt4RY-' ADJACENT ANCHOR-` EDGE. ITW 114- 1-1/4" r 4' TAPCON* ELCO 114" 1-1/4" 4" IULTRACON WOOD SCREW INSTALLATION NOTES: end distance, B. I'o.c. spacing of I. Maintain a minimum 5/8' edge tonce. I" wood screws to prevent the splilting of wood. I HINGE DETAIL LATCH & DEAVAOLT DETAIL er DWS ar LFS mro FL — 8871.6 8 1-0 Cr OF. L A- Of -LL r THIS ANCHOR REO D 4c ONLY WHEN DP > 60.0 PSF q- TYP. HEAD 3 MASONRY JAMBS OPENING O FRAME TYP. L l I X BUCK TYP. MULLION F T K I I TYP. SILL TYP. SILL I L _Jl I HINGE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORING 1. Concrete anchor locations at the comers may be adjusted to maintain the min. Masonry IX tuck construction edge distance to mortar joints. 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR`. ANCHOR MIN .'CLEARANCE.. MIN,.CLEARANCE TYPE SIZE- •. EMBEDMENT: TO MASONRY.......; TO;ADJACENT;; EDGE ::.:.: ANCHOR' -':'. ITW o 1/4" 1-1/4" 2" 4" TAPCON I VK"u'X-KtW IMIALIAIIVr• NUM3'X-KtW IMIALIAIIVr 11 UM3: 1. Maintain a n**TKrm SIT edge distance, I'end distance, d 1"o.c. spaNrg of wood screws to prevent the splitting of wood. STRIKE JAMB LATCH + DEADSOU DETAR HINGE DETAIL ZZ r z 4 p 6 0; rrl iL P d 1111111 T` u m i v g E i$Zu r 4`g 1 9 W ffo3a V Q A m xo 0 i In z of0t rr: OWS i rr. VS 3 mo I r FL-8871.6 c of LLL a T-I L 1 RES OLO Oulswing coastal L SJiS' RES OLD Imvrllg-Oglabte 5.75--- 70 S ROalESNOLDivksgstandard IDEIIIE 0 Spacer 1 /? GLASS 3/1' THK. BRE F— GLASS 1 /8' TEMP. AIR SPACE I /8' TEMP. SWIGGLE GLAZING 24 SPACER GLAZING DETAIL G 1 3/4r knWoted glass 7/16'GLASS G II G DETAIL G! 1'6mAotedgtass ssr 3 RESHOID trnv.#p sell•asfpal 6 E l0 B MAX. DESIGN PRESSURE I'THK. GLASS 1IT TEMP. AIR SPACE I /e- TEMP. GLAZING I— 4.56' I O 8 E 0 ID Jamb r 2.17 O WIG MEUM Spacer 7/1/; GLASS SITE GLAZING 0 AIL G3 I/2 issuloted pha 1 /2' THK. GLASS 1 /8' TEMP. AIR SPACE I Ar TEMP. 25' STEEL INTERCEPT SPACER N.T. or LF8 NEW Iqs FL-8871.6 Er L-jI BILL S^ X. g 111, 111 O 11111 111p $ iJ tvooo •Zl V, E _ v 9o? d v aae cZ p v° d ^K, ds. v r m m o k w 0 N a e N a o g c n fee aa mom^ nrG a NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) Z o° N _ aw- 52208 '_ Sc" L N.T.S. 3 mro. m OWS m cm MI. LFS 3 DRUM w.: a m FL- 8871.6 °o 9W a N 0 OF MATERIALS REM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR ODOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X BUCK SG >= 0.55 W000 41 DOOR SKIN 0.072" THK. SMOOTH STAR = 6.000 PSI MIN. FIBERGLASSC MAX. 1 /4' SHIM SPACE W000 42 TOP RAIL SMOOTH STAR COMP. O 1/4" X 2-3/4' PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. f I /4" X 2-3/,('PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023' THK. SMOOTH STAR STEEL 3/ 16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE Florida Building Code Online Page 1 of 3 Or-ofessional,1 SCIS Home I Log In I User Registration I Hot Topic ( Submit surcharge I scats s Facts I Publication I FSC sue I acts Ste Map I Links I Search I ROfida Product Approval 1 ap USER, Public User Product Aooroval Menu > ProAYtt or AooliUtion Search > Application Est > Appllodon Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email E MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsidinger@miwd.com Brent Sitlinger bsidinger@miwd.com 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. Unch, PE 2, Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOLodf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WId... 9/ 18/2017 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 12/15/201S 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"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00500D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00498D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510805C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 14S-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 Il 08-02248B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512968B.odf 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 FLI.S332 R3 I1 08-02249B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 I1 08-02250B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL1S332 R3 AE 512970B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-004990.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.odf 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 11 08-OOSO1D.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 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WId... 9/ 18/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"40" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FI 15332 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.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLiS332 R3 AE S10810C.odf PRESSURE RATINGS Created by Independent Third Party: Yes eactt Nest Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSO-487-1824 The State of Florida is an WEED employer. rnovrloht 2007-2013 State of Florida.:: Privacy Statement :: Accessiblkty 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 publ¢-mtords request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 4SS.27S(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address H they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public. To determine If you are a licensee under Chapter 4S5, F.S., please click here . Product Approval Accepts: 0 lat M Cfeds Card Safe http://,A ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWld... 9/18/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER Of RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 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 WINO 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 00 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 OIETAILS. 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 8. 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 I TABLE OF CONTENTS ISHEET NO.1 DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION OIETAILS REVtS*RS OFSCFtrTW GATE APPRWED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 0%%IIIIIII// R.:lp i, 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 S v •\GENSF 9iP' SERIES 43 XIX 143" x 96" REREINFORCEDCED NOTES q0 • TAT OFrv p'° F•'COR10P• \• ORAW DK No. rav 50308-90 OE 0 isS/ONA';E G\ scut aTE 1 OF 9NTS02/23/09 6" MAX - 6" MAX I L 17" MAX D.C. 96" MAX FRAME HEIGHT L 6" MAX 143" MAX FRAME WIDTH SERIES 4301440 XIX SGO EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.0PSF I NONE SEE CHARTS #0 AND I2 FOR OTHER UNITS RATINGS 6" MAX CHART / # 1 WHERE WATER INFILTRATION RESISTANCE IS REOUIRED SEE NOTE 9 SHEET I REVI"S DESCRIPRON DATE APPROWD ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R L ADDED FLANGE INSTALLATIONS 12/05/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. Design pressure chart (psO Frame St^gle Panel and Total Frame VNdth (n) Height n) 30.0 90.00 36.0 108.00 42.0 126.00 47.7 143.00 Pos Meg Pos Nep Neg 04.0 400 600 400 57.9 52.0 00.0 40.0 60.0 400 54.6 g40.O 489 ao92.0 400 596 40.0 51.7 461 96.0 40.0 566 40.0 49.no AAA 43.7 CHART a2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIREO SEE NOTE 9 SHEET I Design pressure chart (pso Frarre Single Panel and Total Frame Width (in) t igfnl in) 90.00 30.0 36.0 108.00 42.0 126.00 47.7 143.00 Pos Nep Pos Nep Pos Neg N.0 60.0 60 0 57.9 57.8 48.0 48.0 88.0 60 o 60.0 s4.s s1.s M.946.9 45.o Is.o92.0 59.6 59.6 51 7 51 7 42.3 42 396.0 56 6 56.6 49 0 49 0 40.0 40.0 CHART N3 Number or anchor loco flons required Frame Single Panel and Total Frans VAdlh (n) Height in) 30.0 90.0 36.0 108.0 42.0 126.0 47.7 143.0 H&S Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 9 6 92.0 6 6 7 6 8 6 9 6 96.0 6 6 7 6 8 6 9 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED ELEVATIONS DRAWN: owc NO. F.A. 08-00503 cMx NTS 104TE 02/23/09 19W2 OF 9 SIGNED: 1012712015 R1I1`l0 i// v.pE1V.4F9iP p, gV'ODTTAt(T((F` F• jeZOR1DP. sS10NA N G\`\ REVISsms 1/2• MIN, REV OEStlUPnON are AMROVED rEDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8• MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. WOOD FRAMING EMBEDMENT 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. OR 2X BUCK _ BY OTHERS a 1 3/8• MIN. 1/4- MAX. 1/4• EMBEDMENT I SHIM SPACE MAX. SHIM INTERIOR 010 WOOD SPACE 1/2• MIN. SCREW EDGE DISTANCE a j 1 El7EXTERIORINTERIORai1a 810 w000 SCREW 1 r n 010 WOOD SILL TO BE SET IN A BED OF APPROVED SCREW SEALANT EXTERIOR WOOD FRAMING OR 2X BUCK WOOD FRAMINGBYOTHERS JAMB INSTALLATION DETAIL. OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATIONILIBYOTHERS 1 3/8• MIN. EMBEDMENT 1/2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALAATKNV SIGNED: 1012712015 MI WI OOOLAKESIO WS O PDOOYR YAS LLC `\\` s'. o qLOWERMOUND. TX 75028 ••\GENS.s SERIES 430/440 XIX SGD =*• 0 5 *= NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 143E Ic TA REINFORCED NOT SHOWN FOR CLARITY. FRAME INSTALLATION DETAILS A • TATi, Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE MWN. owG r+o. aEv ' • '°[ p R10P '` DESIGNED IN ACCORDANCE WITHASTME21I2 sF. A. are 08- 0000T503 D NTS 02/23 09 3 OF 9 METAL STRUCTURE BY OTHERS 3/4- MIN. EDGE DISTANCE 1/4• MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW 1 3/4• MIN. EDGE DISTANCE EXTERIOR I I I I 11 11 11 11 INTERIOR # 10 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF APPROVED kLANT 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 BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE BY OTHERS I/4" MAX. I SHIM SPACE toI&KIUK RrASIONS REV OESCRIPMN are MROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS MVIN: ONC NO. F.A. 1 08-00503 Za NTS 0"E 02/23/09 1 S'w 4 OF 9 SIGNED: 1012712015 11R I li 4j AP4-'O' S: c(' OF 0; 0RIO": ONA1s1E\I CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/ 16' TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2' MIN. EDGE DISTANCE 1 1/4' MIN. a EMBEDMENT a: 1 1/4' MIN. EMBEDMENT 2 t/2 EDGE DISTANCE 1/4' MAX. J SHIM SPACE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR II 11 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT t MIN. ENT AVERTICAL CROSS SECTIONCONCRETE/MASONRYINSTALLATION MIN. 1. EDGE DISTANCE 1/4' MAX. I SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REVISIONS REV OESCRWIION GATE APPROKO A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL CONCAETE/MASONRY INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS i0 BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96' REINFORCED FRAME INSTALLATION DETAILS DRAWN: oWG NO. F.A. 1 08-00503 5c" NTS °ATE 02/23/09 1 smw5 OF 9 SIGNED: 1012712015 1/2" MIN. EDGE DISTANCE 1 3/8' MIN. DOD FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1/4• MAX. SHIM SPACE I10 WOOD SCREW EXTERIOR II I II 11 II 11INTERIOR 10 W000I I I I I I I OBE SET IN A BED SCREW I19dIlIHIIIN II 'Ir ll A BED OF APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS I 1 3/8" MIN. EMBEDMENT 1/ 2" MIN. EDGE DISTANCE 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 1 3/8" MIN. EMBEDMENT T— 1/ 2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 / 4' MAX. SHIM SPACE REVOOKS REV OESOItlP110N DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SOD 143" x 96" REI JFORCED FLANGE INSTALLATION DETAILS DRAWN: OWC NO. F. A. 08-00503 OW NTS -'c 02/23/09 1 -EET6 OF 9 SIGNED: 1012712015 0 1'/// i E6 NSF`P o : sTAT 5E OF ; ORI* METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE I EXTERIOR 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 OR 3/4 I MIN. LUNG EDGE DISTANCE nv i cnwn L TO BE SET IN BED OF PROVED SEALANT 10 SMS OR SELF DRILLING SCREWS 1/4" MAX. SHIM SPACE INTERIOR REVRgNS REV OESCRFTM MIE APPROVEO A ADDED CHARTS 03/06/12 R.L. 0 REVISEO PER NEW TESTING 10/15/13 R L. C ADDED FLANGE INSTALLATIONS 12/06/13 R L. 0 REVISED INSTALLATION OEAILS 08/05/15 R.L. METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" z 96" REINFORCED FLANGE INSTALLATION DETAILS RAW ORG NO F.A. 1 08-00503 S"" NTS - 02/23/09 1 SNEEr 7 OF 9 SIGNED: 1012712015 1R I IL 0 1f,//i ATAT 6EOF • D NA 11Ea\` REVISIONS 2 1/2" MIN. REV DESCRIPTION DATE IAPPROVED CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. MASONRY BY OTHERS B REVISED PER NEW TESTING 10/15/13 R.L e' • •. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. e• EMBEDMENT 1 1/4• MIN. 1/4' MAX. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. EMBEDMENT SHIM SPACE OPTIONAL 2 1/2" MIN. • lx BUCK EDGE DISTANCE urrjjv 70 BE INTERIOR PROPERLY 1/7MAX. u 1 aENOTESECURED SHIM SPACE ' •v SHEET 1 3/16" TAPCON 3/ 16• TAPCON a + a CONCRETE/ MASONRY EXTERIOR INTERIOR BY OTHERS j 3/ 16• TAPCON v • ' SILL TO BE SET IN EXTERIOR A BED OF APPROVED SEALANT OPTIONAL IX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETE/ MASONRY/NSTALLATION SECURED SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS 1 1/4• MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2• MIN. CONCRETE( MASONRYINSTALLATION EDGE DISTANCE NOTES C 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 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DING NO. F. A. 1 08-00503 WALE NTS la"E 02/23/09 5'W8 OF 9 SIGNED: 1012712015 1 5/8- MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP — 1 1/4' MIN. EMBEDMENT r 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/ 16" EXTERIOR --Q==2) -'— PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP METAL STRUCTURE BY OTHERS TRIM —,, INTERIOR HOOK STRIP REN9ON9 REV OESp11P110N OWTE PPnovEo A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R L D REVISED INSTALLA110N DETAILS 08/05/15 R.L. 3/4' MIN. EDGE DISTANCE a S 10 SELF DRILLING SCREW 1/2- MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 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 1 3/8- MIN. EMBEDMENT 10 WOOD SCREW EXTERIOR D PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED HOOK INSTALLATION DETAILS OaA'N: OWC NO. F.A. 1 08-00503 E NTS o' 02/23/09 5'w9 OF 9 SIGNED: 1012712015 5 R I I`11111 0 r-p TATE OF O'o' (ORIOP• ''\\ Florida Building Code Online Page 1 of 6 i Re ulation SCIS Home I Log In I User Registration I Hot Topics ( submit sunWrpe I scats 6 fact I Publications I faC stall ; SCIS site Map I unks I Search I Ronda p USER, Product ApprovaldbrPublicUser c. " Product Aooroval Menu > Predutx or Aooheadon Search > Aoollntion List > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived n Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513)770-6062 mwesterf'ield@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 0 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 200S ANSI/DASMA 115 200S ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouiv 2015031.9 - FBC - DASMA 108 eouiv.odf FLIS279 R4 Eouiv 20150319 - FBC - DASMA 115 eouiv.odf Product Approval Method Method 1 Option A http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/201S Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page O a FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2OS3, 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 HVMZ: 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, GDILP, GR1LP, 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). 45 O Page 1/ 8 O 8 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 FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101655-Revl2.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 FLIS279 R4 C CAC Letter with proof of contract and proof of :nspection.pdf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 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-IA171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9A" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODEO W3 Garage Door18131,8133 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). 1S279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 6S, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 13S, 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 FL35279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.adf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.odf 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) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection adf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=vGEVXQwtDgv3yVVKJZ 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, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.pdf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product O5/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 104028-RevOl.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.6 006 W3-16 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HOP13, HDPF13, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with oroof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant, N/A FL15279 R4 C CAC W3 Listina 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 windbome Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 428, WINDCODE® W3 Garage Door 488, SSS, 4RST, 6RST, 4RSF, 6RSF Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W3 Listino Intertek.Ddf Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the Impact resistant requirement for FLIS279 R4 II 101308-Rev12:odf windborne debris regions. The product without glazing DOES Verified By:' Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.8 008 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 9'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection,odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf 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 FLIS279 R4 II 101652-B-Revii.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-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door HDGC, 6202, SFC68, MR Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with Droof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FLIS279 R4 C CAC W4 Listina Intertek.Ddf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/t) r_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 103969-B-RevO2.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door18201,8203 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 windbome debris regions (ref 1609.1.4 FBC). 15279.11 I O11 W4-09 DSIUO-1K479: Canyon Ridge/Brookstone 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 windbome debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof ofinsoection.Ddf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104183-Rev0l.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 27ga. min.) 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 insoection.odf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279 R4 11 104456-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0' wide) 75, 190, 84A, 94, 76, 42, 48, SS, WINDCODE® W4 Garage Door 428, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GDSS, GD5SV, GRSS, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-2F441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FL15279 R4- C CAC Letter with proof of contract and proof of insoection.odf FL1S279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21%2028 Installation Instructions FLIS279 R4 II 300159-B-Revl6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0' wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with oroof of contract and proof ofinsoection.odf FLIS279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103486-B-RevO8.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-217449: 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). Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL1S279 R4 II 103S49-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 01S W4-16 OSIE-1F171: 4300, 4301, 4310, 4400, 4401, HOG, 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.) Double -Car (9'2" to 16'0" wide) WINDCOOEO 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 insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C GAG W4 Listino Intertek.odf Design Pressure: +25.5 PSF/-25.5 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 FLIS279 R4 it 101481-B-Revl3.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-11`471: G02SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, E02SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.18 018 W4-16 DSIU-1F171: 9200, 9201, 9203, HDP20, HDPF20, HOPL20, 7200, 7201, 7203, 8200, 18201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.S 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 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R4 C GAG W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104029-B-Rev03.odf 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 FLIS279 R4 C CAC Letter with oroof of contract and oroof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 103046-RevO7.odf 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) WINDCODEp W4 Garage Door Certification Agency Certificate FL15279 R4 C GAG Letter with proof or contract and proof of insoection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 lI 104169-Rev0l.odf 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 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 4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; rRidgeBrookstone 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 FLi5279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listino Intertek.adf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104457-Rev02.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 1S279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GR5SV, AR5S, ARSSV, EDSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLi5279 R4 C CAC Letter with proof of contract and proof of insnection.adfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.Ddf 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 FLi5279 R4 II 101711-B-RevlS.Ddf 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 QV' Back Nett 42 d Page l/80 42 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 Iaw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The em&IIS 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 dick here . Product Approval Accepts: 50-0. wMl M Credit 'Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 1= Y a n1a1 mm==i= L L•/i7sW f• 9j;A': g A A. a TES[mal fAaow k %III III It 1< SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETNLS. MAX STANDARD SIZE 6 42-1/2118'. IMPACT RESISTANT GLAZING 6 21-5/8•.14-1/8-. r . s) AA 04M U-SVnaIOI[ no a'-i'ue sAmaA R, IdII IA7 T ICI ICI ICI III ICI ICI I Illll u - i , I I ICI ICI 0 =Fw 0 0 ON Mwl ICll l90111ICII V-0 ICI I 71wI I a'ImMI 1 Ola 1 A ` OIom wim RIm ILa now IML CM Ao. - If'-w Nuaw SAM Nalm- m mcm vmnw Hop[ 11 DC®B son Iw>1a`Iwa s An allom. 4• r mr• lOaA! A map= AOLC SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL A' AND STANDARD CONSTRUCT DETAIL 'B'; TRACK AND JAMB DETAILS. It DENSITY POLYSTYRENE FOAM B6VIATION 1-5/10' 7wx WnH VINYL KVNIU SACKER (INRMTED MODELS ONLY) 25 GA. MITI. GALV. STEEL SKIN WITH A ENVIED -ON PRIMER AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SIGN. ll0 Om Tollaa®mmml mM UOIa no Wm Um saw AAD9ls A As now 9npw RA a As lll9llpaa pleas as PAm O mo-w) Iq " pm O mOIYO I) sosA9 lama D we IF v l 11 plan oo mt A Alll Isv Esc o Too+ ll amlpwa AmpRAM/ppMaiA®t®a n 9m fz Y~ V IN mALLK:p p 4pPLOrimIanOp7 Clopay ng Products 8585MMASON aK 4 5W0 nnv (513) K/70-4/00 ClVIEW1 20 GA. GALV STEEL 2' THICK rll: -7n T 12 GA GALV. STEEL 70P ROLLER BRACKET. EACH BRACKET ATTACHED #4) 14.6 ' SHEET METAL 14 GA. CALK ROLLER HINGE EACH HIM FASTENED TO END STILES WITH (4) /14 5/B' SHEET METAL SCREWS AND (4) 1/4'0/4' SELF TAPPING SCREWS. SEE VIEW 'B'. 3' TALL . 20 GA GALV. STEEL U-BARS IN A 2-1-2-1 PATTERN (LE TWO U-BARS ON BOTTOM SECTION. ONE U-BAR ON NEKT SECTION. ETC.). EACH U-BAR ATTACKED PEA STd.Ef T/ . SELFTAPPOIG SCREWS ATTT WITHSTEEL) #1445/8'ETMETAL SCREWS. DESIGN LOADS: 424.0 PSF t -24.5 PSF TEST LOADS: 435.0 PSF ! _37.0 PSF W-21`153 4 AAX Im UMW16.0-W . 16.0-H 1/97 A[MOTM I CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16•W t24 -24.5 PSFJAC YyT B MAC 101711 BC T.ARRIUQ "1Uw RA® MML Dif IIII, IR$ a7 CA log rA M I DIP am Mies AM I Alcor IC,,AM . Dm O fv INTO& I or a or w1Mm 111M lOOs m N mnDa 1-t Da NR9n In1Om W fNll 110 K lLIf11OQ1aN All 1101 ) iD Pb1 A ILLmIBinIOIIIMOMi/Z NDIOIDL a11m I IIOf IIWmU IWA Aavz Mall MOO m m moos (fADo A MIL 0043134 CLOD AIM Raw AII06 mI/a'.Y vnm sons ON IY an" *AD A IOk DlfomMT an r muss " ADl0. 1' oA AwDRA glom AN Daon AMMOo MAY Is CM1011 MI AR 0 RM 10 IIO'Q A FILM MDUN MO PAIR IOAmOk TWA 00 IN 7MN9U IWA Ism 10 OAOM TWIN. A UDD= 0[MI wl' AifO artum 10 ANN" AUmWM TAODOs mwm arm areusann s wwllReolrlMw ens sw MI NAas A OODR s ir"' li0 amGRi M tarp Floe Mo m - — WI. Im 00 m OL ams, am Mm. ssff IMPACT RESISTANT ASSEMBLY DETAILS( ORAWINO 10171 1-A SECTION B-B (IMPACT -RESISTANT GLAZING OPTIONt otx Ts OPIUM IQOOA Mf M1fUMARM IWIN I IImCF1AM0DAV 4A fwv00AD"MeAtFROMAOIKOANIarlomOm O-0 NIr4 me-fma IDfRgn110s IlNO /ATIOMD W IMI[ AN If) (a • 2/4• NM lDe IMORM IMa F iirpm 41i STANDARD ASSEMBLY DETAILS DRAWINO 101711- 13 SECTION B- B (140N-IMPACT RESISTANT GLAZING OF6m MOO FRAME TIN Ur. 00110 A mlla sAnCs. MM THAT non FROM a MONOMANIA DMN rArn wn rRr/ le o1Aa1M m MIS UR RTAIM MBA. 111N WM Man. TIOW 0 IIONa 13A 09 A 1 ALTML' Ula AYNAOL OROIAt AL4ARt s RAWUTK 6"M OftLIOR WA ID OC RA11C N KLODVO! ADI s0/FB0 M 04M DOOk Of WILD N COHNIQ MIA( D! smTm M= M M10 UMD RmRm/lA OF D[ ROmA OOIO DmM OR IKIOMUIa" ORwO or IM Ira M afALi Rf9SMMf IOIOQmN Ili MD000[ DOCK poem Ou. alum If Fw va SHEET 2 OF 2 11 .`.a\ I n a a1Lx INOL Gsl T a' m RMRO olOMlf ` IIIM ( 1)) I ts//rp mm TOM[ lol mum Ia Na0& N M OILY. RID( IRm. Dsl log F mm am awn no (Q sw 1AIRsscum f• f0 RMl OIIIO 1IO1 an MOI01 WN Will. m ORAM 1TR6 Aoma.C. 0 1 M ®sl W M 4WUK1fORM SIMMILMIN. 0DIDM OWL R 1 9NR O M1010901NMA K=D FN RUM ONIOOMKfIf AllAADDOMPAMAWIN AOR A0000NOMWAX, LOIm mMOkla& C PL 0W I MARK MMfl[JO[10. DATM SM TRACKcomnmM110N ABOVE TIff DDOR OPOM D06 NOT AFFECT Tiff RAND LOAD R47MIC OF TM DOOR. f 7ALL DOMs A10 ma 1s a GIM Om nAM AiISL 101 1p 110 1 U91 TOP BRACKET DOUBLE IQRROMAL TIUCM 13 1' M. !- t/f'tf CA 00. Im TRACK 00130. 4) TRAII hams Put ML 1 mm " f TAIL m' •. .., isOa SiNi sn1g3 ruo aRAOaT. f» to .I.{Ir scramr OILr. Tim IRAs. DmmAfrIOLaaRAR 1(l{7TPRADI if i mm iRb 11p NOla MITW 0G f IraFIXIllaml' 1r- r RW TRACK Dm" WhCOM OWL Nor R Ohm w Ira Mn ORAL r RI. V! DESIGN LOADS: +24.0 PSF t -24.5 PSF TEST LOADS: +36.0 PSF ! -37.0 PSF MPC: PAN- 2F153 W4 Te'o'w R I8'o91 Clopa ram 1/3/97 Mmmm CLASSIC AND CH RPSTEELPANO01VN - ,(AC n9 Products M I. 0-H- 4-5 ' DOUBLE - CAR. IOV +24/-24.5 PSFan (513) 770-4B00 oKCW f MWW AAVND tasoDM to17A 1 BC m,M, Df1aFIMUNI N 00" RAfMM, Florida Building Code Online Page 1 of 3 r Re g t . LE+s M. SOS Home lag in User Registration I Mot Topics submit Surcharge scats h facts ; Publications ( FBC star BGs site Map Unks search bioricb D-11r Product Approval IUSER: Public User uct Approval Menu > Propuct or Application Se= > Aooiication Lost > Application Detail FL # FL17499-R1 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved no MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE M Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/ WDMA/CSA 101/I.S.2/A440 Method 1 Option A 07/ 19/2016 08/ 05/2016 08/ 05/2016 Year 2008 2008 http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) impact 2).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).odfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Impact 21.odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Impact 5).odf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.odf 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).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanae) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 111 II 08-02546A.Ddf 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 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 4).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.odfDesignPressure: +55/-55 Other: R-PGSS`, Missile Level D, Wind Zone 3. Glass to be FL17499 RI C CAC MI Windows - 185 SH (Flanne) Imoact 3).odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Imoact 41.Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 RI II 08-02545A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513321A.odf Created by Independent Third Party: Yes 17499.4 1 185 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 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Certification Agency Certificate FL17499 R1 C GAG APC(13361)E1726.01-109-47-RO 18S SH(FLG waiverl.odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).odf FL17499 R1 C CAC MI Windows - 185 SH (Flange) 10 ). odf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instruchions FL17499 R1 II 08-02549A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE S13327A.odf Created by Independent Third Party: Yes 17499.5 1 185 SH 1 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCU Ggvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).odfApprovedforuseoutsideHVH2: Yes Impact Resistant: No FL37499 R1 C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).DdfDesignPressure- +60/-60 FL17499 R1 C CAC MI Windows - 18S SH (Flange) Other: R-PG60* Iftodf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 Ri AE 513328A.odf 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 HVH2: No FL17499 R1 C CAC MI Windows - 18S SH Triole (Finl 3).odfApprovedforuseoutsideHVH2: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 18S SH Triple (Fin) 4).DdfDesignPressure: +50/-50 Other: R-PG50* FL37499 R1 C CAC MI Windows - 185 SH Triple (Flanoel 3).odf FL17499 R1 C CAC MI Windows - 18S SH Triple (Flanoe) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.odf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVH2: Yes 3).odf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-4S 41.odf Other: R-PG45 FL17499 Ri C CAC MI Windows - 185 SH Twin (Flanoe) 3).Ddf FL17499 Ri C CAC MI Windows - 185 SH Twin (Flanoe) 4).odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE S13323A.odf Created by Independent Third Party: Yes Back Nett Contact Us : t 2601 Blair Stone float Tallahassee FL 32399 Phone: BSO.487.1824 The State of Florida is an AA/EEO employer. Coovdaht 2007-2013 Stale of Florida.:: Privacy Statement :: Accessibility Statement :: Refund sratement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a publtc-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 emalls provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Oepartment 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: FM ® c Credit Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 NV TES' t. THE PRODUCT SHOW14 HEREIN IS DESIGNED AND MANUFACTURED TO COMT`LY WITH RE(:LtIREMEt41S OF IHE FLORIL)A HUILUING CODE 114CLUDING IHE HVI+Z 2 4JOOD FRAMING AND MiSONR'i Cr'EN111C TO BE DESIGNED AND ANCHORED TO PP.OPERLY TRANSC'ER ALL LOADS TO STRUCTURE. FRAMING AND MASONPY OPENING IS THE RESPONSIBIUIY OF THE ARCHIIECI OR ENGINEER OF RECORD. 3. tX RUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. VJHERE SHIM OR RUCK THICKNESS IS LESS THA14 1-1/2' WINDOW UNITS MAST BE ANCHuRCD 1HROUGII THE FRAME IN ACCORDANCE VATH MANUFACTURER'S PUDLISUEO INSTALLATION INSTRUCTK1tl.Z. Ais!" HOPS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCREIE OR OIHEP. STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2- OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MAW. NRY. CONeRCIE OR OTiIER StRUC1UPAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED P:oOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATON INSIRUCIIONS. 6. WIICRE 1X BUCK IS 1401 USED DISSIMILAR MATERIALS MUST BE SEPARAIED WITH APPWIED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE P.E rONSIBILITY OF IHE ARCHITECT OR ENGINEER OF RECORD 7. BUCKS SII.ALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTILLATION SHIM AS REOUIRED AT EAC14 ANCHOR LOCAT1011 WITH LOAD DEARING SHIM. S141M WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4", 2. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS ANC: THICKNESS CAPABLE OF SUSTAINII46 APPLICABLE LOADS. 10. WIND LOID DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL- EXTRUDED RIGID PVC 12. UNITS MUST BE GLAZED PER ASTM, E1300-04/09, SEE SHEET 14 FOR GLASS DETAIL_. 13 APPROVED IMPACT PROTECTIVE SYSTEM IS NOT P.EOI IRCQ FOR THIS PRODUCT IN WIND BORNE DEURIS REGIONS. 14 FOP ANCHORING IHROUGH Fill INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SU'FICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT 114TO SUBSTRATE. LOCAIC ANCHORS AS SHOW14 IN ELEVATIONS AND INSIALLATION OCIAILS. I RL. I DESCP.IPRON I M1E I APPRMTP A I RLASED ANCHOR SPACING k CHARTS 1 07/11.-20161 R.L. 15. FOR ANCHORING THROUGII FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LUCAfE ANCIIORS AS SHOWN IN CLE'lAIIONS AND INSTALLATION DUAILS 16. FOR ANCHORING THROWN FRAME INTO MASOtJR-f/COIJCRETC USE 3/ 16" 7APCONS WIIH SUFFICIENT LENGTH TO ACHIEVE A 1 I/4" MINIMUM EMBEDMENT INTO SUBSTRATE wall 2 1/2" WINIMUM EDGE DISTANCE LOCATE MCHORS AS SHOWN IN ELEVATIONS ATJO INSTALLA110N DETAILS 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITII SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM OEYOIID STRUCTURE INTERIOR WALL. LOCALE ANCHORS A% SHOWIJ IN CLEVAl10NS AND 114STALLA11ON DETAILS. 18. AJ.L FASTENERS TO BE CORROSION RESISTANT. 19. INSIALLAII014 ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MAI4UFACIURLR'S INSTALIXI10N INSIRUCTIONS AND ANCHORS SHALL 1401 HE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: 1. WOOD: MINIMUM SPECIFIC ORAVITf OF G=0.42 13. CONCRETE: MINIMUM COMPRESSIVE SIRENCIH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL IBGA (t)48") F1=33KSI/FU=52KSI OR ALUMIJUM 6063—T5 FU=30KSI .048" THICK MINIMUM TABLE OF CONTENTS IISHCEINOADESCRIPTION t I tIOTES 2 - 4 1 CLEVAT ONS 5 - 13 INSTALLATION DETAILS 14 1 COMPONENTS SIGNED: 0711212016 MWINDOWSWAND DOORS ITL 6so R STREET J\S 1ft GRATZ, PA 17030-0370 v GENSF 0 5 SERIES 185ALUMINUMSINGLEHUNGWINDOW52"X84" NON —IMPACT NOTES anz S'c[ ORLOP• 0 y'` MOWN. Law; Nl. RIv 08-sn546 A i 11s'pNAj1\\ u.1I: wT NTS 12/09/14 1 OF 14 W FR HE 52" MAX FRAME VADTII 52" MAX FRAME wiDTH l. 21. MAX 16.. 2" MAX 2" MAX 16 2" MAXMAY. 0 C. MAX 0 C. I 1 1 1 11 I t P 16" MA: i U C. J nX 1ME FHT 4 X I L- 2" 2" J r 16" akx 4" L14t FRAME HEIGHT 4 X g L ll 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART 411 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART I f FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60. OPSF NONE F!\ T'JDIM1 DEuCRii1W1: MIf +NanOVED REVISED ANCHOR SPACING & CHARTS 07/11/7015 R.L CHART AEI UNITS INSTALLED WITHOUT FILLERS Number of anchor locallons required Frame Haighllln) From& Width in 18. 00 24.00 30.00 3Q00 4L00 46.00 SL00 Heed Jamb Head Jamb Head Jamb Head Jamb Head Jamb lead Jamb Head Jima 2400 2 3 3 3 3 3 3 3 4 3 4 3 4 3 3000 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30. 00 2 3 3 T. 3 3 3 3 3 4 3 4 3 4 3 4200 2 4 J 4 3 4 3 4 4 4 4 4 4 4 4840 2 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 5 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 I 5 4 5 72. 00 2 8 3 6 3 8 3 6 4 8 4 8 4 8 7t. 00 2 8 3 8 3 8 3 6 4 6 4 0 5 6 N. 00 2 6 3 8 3 6 3 8 4 8 4 7 5 7 SIGNED: 0711212016 NUT t MIWINDOWSWEST ENDOW nkAND DOORSIRIli tIMUM SASIISI?E• 51" X 36". EI STREET 2. MAXIMUM SASH D.L.O.. 47 5/8" X 32 1/2". GRATZ, PA 17030-0370 3 MAXIMUM FL`:CD D.L.O.: 49 1 /-" X 45'. SERIES 185 ALUMINUM SINGLE HUNG WINDOW py5 52"X84" NON - IMPACT y*= 9 FIANCE & FINLESS ELEVATIONSpO,• AT OF UR WV: F•:°[ Qjt10;• ` HARDWARE SCHEDULE 2METALSWEEP LOCK ATWFROMEACH END INTERIOR MEETINGFAIL JJ: NO JA OS u [ Nkx SQMA'1E \ 2) BLOCK AND TACKLEBALANCEATIAMBSaT 02946 NTS 12/09/142OF14 F. M FR HEi 52' MAX FRAME J:IDTH — 2" MA).' 16" MAY — 2" MAX ---- O.C. 1 c _W!L_ • I N 11 16" MAX U C. 1' I AY 161r CHT 4 X ht 2_1d 52" MAY FRAME WIDTH — 2' MAX 1— — 16" MAX 1 _—I 2" MAX - O.C. 2 L I F" MAX MAX FRAME HEIGHT f 4 X t 185 ALUMINUM SINGLE HUNG WINDOW 165 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE 6 FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 360.0PSF NONE. NOTES: I MAXIMUM SASII SIZE: SI" X '6•. 2 MAXMUM SASH D.L.U.. 47 5/6" X 32 1/2". 3. ALAXI61UA4 FIXED 0 L.O. 49 1 /4' X 45". HARDWARE SCHEDULE A. (21 METAL SWEEP LOCK AT W FROM EACH END INTERIOR MEETING RAIL eftlVDlr. ' DFSCF'710a1 MIf u'reOVCD REViSED A14CHOP. SPACING & CHARI,"i 107/111;70161 R L CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor locations required Rem* Haight (In) Ram* WId1h (In) 1e.00 24.W 30.00 3&00 4200 46.00 szoo Head Jamb Hold Jamb Head Jamb Head Jamb Hied Jamb Head Jamb 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 3 3 3 4 3 4 3 4 3 30.00 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 46.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 34.00 2 5 3 5 3 5 3 5 4 5 4 5 4 6 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 1 3 6 4 8 1 4 6 4 6 78.00 2 6 J 6 3 6 3 6 4 6 1 6 4 B 64.00 2 6 3 1 6 3 6 3 B 1 B 4 6 4 B MI WINDOWS AND DOORS 650 WEST MARKET SfREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84•' NON —IMPACT FLANGE do FINLESS ELEVATIONS n11+am: 01*: W) alv N.G. 08-02546 A vuc NIS 12/09/14 SK'T3 OF 14 SIGNED: 0711212016 p' STATE OFi4i0•e F•:c(ORIO"' W I F! H! 52- Mvt rRAME WIDTH — 2" MAf - 10 " - r-- MAX O. C. -1r 10" MAX O.C. T_ ii- IAX I AME IC=H r Q X/ 2" MAX 52" ?.M FRAME WIDTH -- 2" MAX - 10' - 1 MAX O.C. 2". 10MJ Arci4" IA. t AME IGHi I I Q d 2- MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART N3 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART R3 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60. OPSF NONE NOl E5: I. MAXIMUM .SASH SIZE 51' X 36". 2. MAXIMUM SASH (I.L.C.: 47 5/8' ). 32 1/2" 3. MAXIMUM FIXED D.LO.: 49 1/4" X 45". BLOCK ANDTACKLE BALANCE AT)AMBS Ffd95luS W:. CRU'1gN MiE +:+1'MMD REVISED ANCHOR SPACING R CHARIS 107/11/70161 PL. CHART# 3 Number of snt:hnr locations raqulrod Funs Height( in) Rama Width (in) 1A00 24.00 3000 36.00 1200 IA00 32.00 HAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb 24. 00 3 3 3 3 3 5 3 5 3 6 3 8 3 30. 00 3 4 3 4 4 4 5 4 s 4 8 4 e 4 3A00 3 5 3 5 4 5 s 5 6 5 8 5 8 5 42. 00 5 3 5 4 5 5 5 5 5 8 5 8 5 4A. 00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 4. 00 3 6 3 6 4 6 5 6 5 6 6 6 6 0 60. 00 3 7 3 7 7 5 7 5 7 8 7 8 7 60. 00 3 e 3 e 4 e 5 e 5 8 e e 6 e 7200 3 e 3 e 4 e 5 a 5 a e e e e 7900 3 9 3 9 4 9 5 9 5 9 8 9 6 9 64. 00 3 9 3 9 4 9 5 9 5 9 8 1 9 e 1 9 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT FIN ELEVATION N. G. 1 08-02546 CME 14T5 04IE 12/09/14 SIELT4 OF 14 SIGNED: 0711212016 IR STATE OF Er: 0R10P ij sS DIVA 11 ew e+c;oe FPA>,,nJc OR 2X BULK BY 13111ERS i BACKER R00 -- do APPROVED SEALANT EXTERIOR BACKER ROD AP^ROVEC SEALANT WOOFS rRAMING OR 2X FUCK BY CIIHERS 1/2" MIIJ EDGE DISTANCE 1 1/4" MIN EA,P.Ef?MENT I SIIIM SPACE 10 WOOL) SCREW INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE 81 OTHERS APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED \ SEALANT METALSTRUCTURE BY OTHERS 3/4" MIN CDGC DISTANCE 1/A" MAX. r SHIM SPACE 010 SMS OR SELF DRILLING SCREW INTERIOR nmsi m JA s&r?n ION CATS APPPOVEA REVISED NJCIlOR SPACING k CHARTS 07/11/2016 PL. 1 1/4" MIN. 1/4' MICA. EMBEDMENT SHIM SPACE 1 1/2- INTERIOR M114fJ EDGE DISTANCE 10 WOOD SCREW ODD FRAMING Olt 2x BUCK EXTERIOR BY OTHERS 9AC1cER RJD c APPROVED SEAIAIJ 1 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4' MAX. SHIM SPACE J 10 SMS OR INTERIORSELFDRILLING SCREWS 3/4" SILL TO BE SET GEDGE W A BED 01- CIoT CE APPROVED STRUCTURAL SL-ALANT METAL STRUCTURE 1/4" MAX. BY OTHERS SHIM SPACE EXTERIOR BACKER ROD Ac APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 AND DOORSMIWINDOWSIwDOWESTIR VERTICALCROSSSECTIONMETSTREEISt . Llo.111 METAL STRUCTURE INSTALLATION GRATZ. PA 17030-0370 fir •'\CEN&*.' tp' jp • # SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON —IMPACT 7S_ if•• rppJ= FLANGE INSTALLATION DETAILS WITHOUT FILLERS 0 AT OF D' S c(QRI00 •4 oR<vP.• ps; AO. AFv N. G. 08 02546 A i///S, ONA j1E DATEScmk:NTS 12/09/14 5 OF 14 r 2 1/2- M1111. PEVISR05 EDGE DISTANCE REV orscRmnoN w1c arr 41) CONCREfC/MA:,0PjNY ."--— A REVISED ANCHOR SPACING It CIIARIS 07/11/2016 P.L. DY OTHERS ems,• e nP11GNAL 1X BUC. • ' h e 1 1/4" MIN. SEC NOTES 3 — 7 , ' EMBEDMENT 1 1; 4" MIM. _ SIICCf 1 EMBEDMENT 1 COt1CRETE/MASONRY — I — — 1 4" MAX. 1 /4" MAX. j BY 071ICRS I ; SHIM ; PAC,F BACKCft ROD SHIM SPACE , c APPROVED V SCALAHI 3/ 16" TAPCON 3/ 16" TAPCON . INTERIOR EXTERIOR INTERIOR p11N. J EDGE v m DISTANCE-- ---^- 1 EXTERIOR BACKER ROD G• APPROVED OPTIONAL i:< BUCY. 'L'' SEE N01ES 3 — 7 su.L TO Or SET SHEET I JAMB INSTALLATION DETAIL 1 ` BACKER ROD It) A BED OF CONCRETEAIIASONRYINSTALLATION APPROVEDAPPROVEDSTRUCTURAL SEALANT •\ SEALANT NOTES: OPTIONALNO IX 6— \ J 1/4" MAX. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. SEC t10fE 3 — 7 s SHIM SPACE NOT SHOWN FOR CLARITY, SHEET 1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 l Y Ut11E CONCRETE; Mn HERYR5 e 4 SIGNED: 0711212016 MI WINDOWS AND DOORS R 11LAAA/ e •.• •." • • • 650 WEST MARKET STREET J\5 0T1 y- c GRATZ, PA 17030-0370 ` r••GENS - SERIES 185 ALUMINUM SINGLE HUNG WINDOW = *• 0 5 • * = 52"X84" NON —IMPACT — 1FLANGEINSTALLATIONDETAILSWITHOUTFILLERS `p $ jATE OF VERTICAL CROSS SECTION CONCRETEAMASCNRYINSTALLATION N.G. two 08-02546 RE i';FSS'2OR%'Dt' R`"" NTS °''c 12/09/14 1 w""6 OF 14 ///111111111110% 1/2- MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OhIERc 1 1/4" IAIN. MMENi BACKER ROD - 1 /A" Id1J:. E APPROVED SE,>LAN7 II I SHIM SPACE FILLL"R• J III III # 10 WOOD SCREW II 1 INTERIOR J EXTERIOR I ftmsur, ' JA WE •OVED 3/4' MIN REVISED ANCHOR SPACING h CIIARI$ 07/11/2016 P.L ED!:E. DI$IANCC ME1AL 1 114" MIN. 1/4' M.Wg STRUCIURE 11 4' MAX. EMBEDMENT SHIM SPACE BY 011JER5 SHIM SPACE T APPRO'il"D SEALANT RIGID FILLER EXTERIOR l III III 541 TO BE SET it] A811)OF I / APPROVED I STRUCTURAL BACKER ROD I SEALANI APPROVED I / SEALANT 1/4" MAX. BACKER ROD F SHIL1 SPACE APPROVED SEALANT WOOD FRAMING i OR 2X BUCK ` • BY OTHERS`\ META STRUCTUR BY OTHER 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 E2I I2 1; 2 INTERIOR MIIJ DGE QISTANCC \ / —,-- p 10 WOOD 1 D s,+s OR SCREW tSELFDRILLINGIUODFRAMING SCREW OR 2X QUCK EXTERIOR BACKER RODRIGIDBYOTHERS It APPROVED FILLER SEALANF JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR MET,%L _ I /.I' MAX. STRUCTUPE SHIN SPACE BY OTHERS 10 SMS OR INTERIOR SELF DRILLIHv SCREWS 3/I4• r SILL TO BE SET MIN: IIJ A BCD OF APPROVED EDGE DISIANE STRUCTURAL EXTERIOR SEALANT RIGID BACKER ROD 1/4- MAX. GILLEN A APPROVED SHIM SPACE SEALANT JAMB INSTALLATION DETAIL VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATLON METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWSND DOORS 1R IIL/o650WESTMARKET//,,/ TREET GRATZ, PA 17030-0370 r •GEIVt' 'p 1 0yy66 225 t' #= SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• 5ALLATI NON -IMPACT FLANGE ItJSTALLATION DETAILS WITH FILLERS A{( OF oO FSS ONAj1,\` 08 `02546 A sr_ [ oAVCNTS 12/09/14 7 OF 14 2 I/2" MIN PrA_mrs I EDGE DISTANCE RLV DESCmM1aw IIAIE u+nr;M- CONCRCfI'/ldq iONl?Y A REVISED ANCHOR SPACING k CHARTS 07/11/2016 PL BY OTHERS OPIIONAL I i BUCK a 4 I 1 /4" MINN SEC NOTES 3 - 7 EMBEDMENT 1 1/4" MIN SIiCCT 1 EMBEDMENI 1 CONCRETE/MASONR, 1/4' MAX. - OPIIONAL IX BUCKDY07IICP.S F SEE tIOTES 3 - 7 1BALKERROD - SHIM SPACE SHEET 1 4 APPROVED SEAL RIGIDRGID FILLER 3/I6" TAPCON 3/16" TAPCON .° I/4 MA SHIM SPACE INTERIOR EXTERIOR INTERIOR 2 MINI' . . i J EDGE ° DISTANCE ; EXTERIOR J BACKER ROD RIGID APPROVED FILLER S[ALAIJi JAMB INSTALLATION DETAIL SILL TO BE SET IIJ A BED OF CONCRETFJMASONRYINSTALLATION BACKER ROD APPROVED APPROVED STRUCTURAL SCP. LAiJT SE.AU %I1 T' t OPTIONAL IX BUCK SEE NOTE 3 - 7 SHEET 1 J 1/4" MAX. IVSIIIASPACErFNOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEDINACCORDANCEWITHASTME2112 CONCRETE/ MASONRY SIGNED: 07/12/2016 UY UIHERS e MI WINDOWS AND DOORS Illllllll/// R• L 4 •• 650 WEST MARKET STREET GRATZ. PA 17030-0370 p/ j/i J9GENS,9yii SERIES 185 ALUMINUM SINGLE HUNG WINDOWro" it 52" X84" NON -IMPACT ram` VERTICAL CROSS SECTION FLANGE INSTALLATION DETAILS WITH FILLER p SAATO'OF CONCRETE/ MASONRYINSTALLATION w: N. G. 08-02546 A/ONAIis— llllllll\\\ GYENTS "A`E 12/09/14 SHEI18 OF 14 1 / 2" MIN icDGE DISTANCE MOOD FRAMING 1\ OR 2,X BUCK BY 0111ERS j METAL S1RU.,TURE DY OTHERS BACKER ROD APPP.OVE1) MAX.J141) SPACEIIIHIM APPROVED I SEALANT 10 WOOD SCREW 1—' CJJ INTERIOR EXTERIOR 1 BACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY 01HERS EXTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROC 1/4" MAX. & APPROVEC SHIM SPACE SEALANT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE BY OTHERS 3/4' MIN I I EDGE DISTANCE 1 1/4" MIN. 1/4" MAX. EIdQEDMENI SHIM SPACE 1 /I2" MIN EDGE DISI ANCE IS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SIRUCIURAL SEALANNI 1/4" MAX. SIIIM SPACE i10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS aEvlswrr,' WXfn1'IWN MlE •nnnOVt: REVISED ANC140R SPACING h CNARTS 1 07/11/20161 P.L. 1/4" MAX. SHIM SPACE INTERIOR V UJ J EXTERIOR t L EiAFnER 1<OD b APPROVED SCALAIN T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 /A" MAX. r SHIM SPACE 10 SMS OR —\ I INTERIOR SELF DRILLING SCREWS \ I- 3/ 4' MIN. EDGE DISTANCE I i EXTERIOR METAL BACKER ROD STRUCTURE % APPROVED BY OTIIERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 Meso WINDOWSWDOOET RS RIlLlo i,/ EST KND S 41rGRATZ. PA 17030- 0370GEN,?*. SERIES 185 ALUMINUM SINGLE HUNG WINDOW 6 *= 52 X84" NON -IMPACT AMOF FINLESS INSTALLATION DETAILS WITHOUTFILLERSOwwwc(0R10 ow-wa o tFAN.G. 08-y2546pNAt A NTS a[ 12/ 09/ 14 1111111E L _ 2 1/2" MIN EDGE_ DISTANCE C0NCR0C/MA;iO1JR I 1 BY OTHERS n 1 c • 1 1/4" MIN. OP11014AL I)( BUCK ., • " ° EMBEDMENT SEE NOTES 3 — 7 S1 IECT 1 ` __ i • I t j4" MAY. ROD -". SHIM SPACE R APPROVED SEALANT 3/ 16" TAPCON EXTERIOR ,J1 `, L INTERJOR 1 ILL TO BE SET I"J A BED OF BACKER ROD —` APPROVED do APPROVED \ ST+UCTURAL SEALANI \ SEALANT OPTIONAL IX BUCK \'L—L7 SEE NOTE 3 - 7 1j1" MAX. r SHIM SPACESHEET1 CONCRETE/MA;ONRY - UY OTHERS VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 1/4" MIN. EML4EDMENI CONCRETE/ MASONRY 31 OTHERS \ 3/16" TAPCON lop 2 1/2• MIN. a EDGE OISTA+ICE acvlsxer.. ' O15CRwnvw r.11c I AMIMTV REVISrD A14CI40R SPACING & CNARIS 07/11/2 G161 P L. OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 I, " MAX SInM SPACE INTERIOR EXTERIOR BACKER ROD G APPROVED SCALANi JAMB INSTALLATION DETAIL CONCRETIDWSONRY 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 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 18S ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER M-WN: ITa; NO. N.G. 08-02546 Xwc NTS °A'C 12/09/14 ISHEItio OF 14 SIGNED: 0711212016 I III 0 /z 8TOt 5••*= OF ss 0NATao`\`\ 1 /2' MIP EDGE DISTANCE WOOD FRAMING OR 2Y BULK UY OTHERS BACKER ROD 6 APPROVED MAX. SEALANT u +filM SPACE RIGID #10 WOOD SCREW FILLER 1. INTERIOR EXTERIOR METAL STRIA:TIIRF . BY OTHER APPROVEI SEALAN I 3/ 4" MIN EDGE DISTANCE 1/4" MAX. J SHIM SPACE RIGID J FILLER p 10 SMS OR SELF DRILLING EXTERIOR SCREW C— INTERIOR SILL TO BE SET A kOF APPanVEvED STRUCTURAL BACKER ROD SElJ_MIT Fc AP. 114" VAX, BACKER ROE HIM SPACE APPRUVC SEALANI WOOD FRAMI!0 OR 2X BUCK • '. DY 01HERS \ j'! METAL STRUCTURE BY OTHERS 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 W ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BCD 01' APPROVED STRUCTURAL SEALANT 1/ 4' MAX. SHIM SPACE Re siar,, ' RN DEstr.+imoR Pwtc I APPPMTD h ReASCD ANCHOR SPACING A CHARIS 07/11!2016P.L. 1 1/ 4" MIN. _ 1/4" MAX EMBEDMENT SHIM SPACE I t I/2" INTERIOR MIN EDGE DISTANCE g10 WOOD SCREW /EXTERIOR WOOD FRAMIN,; oR FgnAACKK Ecrrk 2X BUCKBY OTHERS RODAPPP•OV— D RIMD FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL —\ STRUCTURE 1/ 4' MAX BY USHERS SHIM SPACE 110 SMS OR INTERIOR SELF DRILLING \ SCREWS 1 RJtlI MIN.EDGEDISTAr+ cE v-cL? EXTERIORt RIGID ` BACKER ROD FILLER do APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 Msso WDOW aESTRKEAND IR III0 SDOORS GRATZ, PA 17030-0370 S GENS ter SERIES185 ALUMINUM SINGLE HUNG WINDOW zz:•0 6 ••#= 52"X84" NON —IMPACT FINLESS INSTALLATION DETAILS WITH FILLERS TpTE pF 0. Lv o PRl*40851A5 FyORlO? ON^ crc NTSec12/09/14 slc1OF 14 I1? COHCRE_ IL"/k1A_;OtJIiY BY OTHERS OPI IGIJAL 1 X SUCK SEC IJOTES 3 — 7 SHEET I UACKF_R ROD h APDROVED SF-ALAN T RIGID FILLER 2 1 /2" MIN EWE DISTANCE c. 1 1 /4" MIN. EMBEDMENI 1 /4" MAX. r .. SHIM SPACE — 3/16" TAPCON EXTERIOR J INTERIOR SILL TO BE SET 114ABEDO: BACKER ROD / ADPROVED o r \ \ / A SEPL IT \ STRUCTURAL SE.4LAN i t— OPTIOUAL IX BUCK SEC r10TE 3 - 7 SHIM SPACE SHEET I CONCRETE/MASONRY UY UIHERS VERTICAL CROSS SECTION CONCRETEANASONRY INSTALLATION KtVaT.ar, I orurw n m rust I+STD REVISED ANCHOR SrACINC k CHARIS 1 07/11.2016RL. 1 1/4" IA14. 1 EMBEDMENiCONCRETE/ MASONRY SY OTHCRS 1X R(1•_K SEE OTES 3 - 7 NOTES. a SHEEI 1 14 3/ 16" TA?CON MAX. JI IIM 5111M5i'ACC INTERIOR 2 I i MIIJ N. c EDGE DISTANCE L EXTERIOR BACKER ROD APPROVED RIGID, FILLER, I4LJ' Nl JAMB INSTALLATION DETAIL CONCRETEA44SONRY 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 SIGNED: 0711212016 M650 IWDOWESTMARKETS D DOORS 1ILo 7i/' TREET`\```` SCR GRATZ, PA 17030-0370 E N See.-y C . 0y5 SERIES 185ALUMINUMSINGLEHUNGWINDOWNON —IMPACT S INSTALLATIONFINLES., INSTALLATIONDETAILSWITH FILLER Y# o ( A OF D'• SS''jjATEEEE OF OFs;:(ORM 6 c*'w". or. uo. atv 08191EII A XN sw 7// ONAiil\`` t NTSa12/09/ta OF to 1 1/4' MIrJ. EMBEDMENT 18 WOOD—•. W000 SCREW FRAMIr1G j" BY OTHERS r 1/4" MAX. SHIM SPACE 7/16' MIN EDGE DISTANCE rl II 1 EXTERIOR 7/16" MIN EDGE DISTANCE 8 WOOD SCREW: INTERIOR LMOLU14L1V 1 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS r[vKwlr.. ' orscrapwk I Grz I uwaOVED REVISTD AwCHOR SPACING R CHARIS 07/11 /;10 161 RL. 1/4• MAX 1 r-'HIM SPACE' J ( INTERIOR 1 1 %4' EMBEDMENT - T— B WOOD o'0SCREW 7/16• MIN _ I - EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 114" MAX NOTES. SHIM SPACE 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 WOOD FRAMING BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW/ 52•'X84•• NON -IMPACT FIN INSTALLATION DETAILS N.G. 08-02546 404E NTS a E 12/09/14 yRLT 13 OF 14 SIGNED: 0711212016 5 R IILI07,,/, SvoAT 5E OF i0 4i OR10P• ?. ss/ 0Na 11Ea4`` IF 2 .5/ 16" I- 1 7/8' 1 13I/ iG' 2 3/I6LI lc FLANGE FRAME HEAD FLANGE FRAME JAMB CM-18501 CM-18503 ALUMINUM 6063-T5.050- THICK ALUMINUM 6063-T5.050' THICK 2 5/ 16" -- FLANGE FRAME SILL CM-18502 ALUMINUM 6063-TS .055' THICK FINLESS FRAME SILL CM-18554 ALUMINUM 6063-T5.055-THICK 2 3/16' --{ U1 FINLESS FRAME HEAD CM-t8553 ALUMINUM 60G3-T5.050' THICK 2 VI C" --t 3 3/4" t FIN FRAME SILL CM-18509 ALUMINUM 6063-T5.055' THICK 1 i 4 2 3/16" FINLESS FRAME JAMB cm- 185_3 ALUMINUM 6063-T5.050' THICK 2 3/16" 2 5/16" FIN FRAME HEAD CM•18509 ALUMINUM 6063-T5.050• THICK 1 7/ 16" 2 3%8" 2 5/10" 2 3/16" 2.. IL mL (' JI LOCK RAIUSTlLE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM-18505 CM-18510 CM• t8555 CM• 18504 ALUMINUM 6063-T5.050' THICKALUMINUM60G3-T5.062'1NK;K ALUMINUM6063-T5.050•THICK ALUMINUM6063-T5.055'THICK 3/16" 1 GLAZING BEAD V•663 RIGID PVC .060' THICK IS/16" GLAZING BEAD V•185 RIGID PVC .050' THICK 15,E16' j SASH STILE CM-18507 ALUMINUM 6063-T5.050' THICK KYL. Is ' I PC. I DESCRRTDN I ruE I a'PROKD 1 A I REVISED ANCHOR SPACING k CIURIS 107/11/2016I R L. 5/8 1/8" ANN. - - 1/8" ANN. METAL REINFORCED BUTiL I- IINTERJOR ` FA+, ER EXTERIOR 5/8" DITC I - SILICONE I / L Jr SEALANT SETIINC DLIXK -/ GLAZING DETAIL A 3/16" ANN EXTERIOR IN'-TERIOR SIUGONE5/8" DITE SLALANIry SETTING DLOC GLAZING DETAIL B MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT COMPONENTS N. G. 1 08-02546 5mc NTS 0"C 12/09/14 1 M1tt114 OF 14 SIGNED: 0711212016 J 9 it GEIVo' 9 i 0 5•#_ TATE OF •r V" ONA j1 a0` Florida Building Code Online Page 1 of 3 kftkssionat' a . t M+ acts Home lag In User Registration Hot TopKS Submit surcharge Stets 6 Facts ; Publications FBC start acts Site Map Links Search DI R:o ra Product Approval USER: Public User PropuR Approval Menu > PropuR or Application Search > Application list > Application Detail FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgtH8572gvd WIan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 I1 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE 5131248.odf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +SS/-55 Installation Instructions Other: R-PGSS FL15349 R8 II 08-02949.0df Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.odf 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-LCSS, Missile Level D, Wind Zone 3. Glass FL15349 RS 11 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513782.odf Created by Independent Third Party: Yes 1S349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 8272.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-SS 01/24/2021 Other: FW-RSS, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FLIS349 R8 II 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 512278B.odf Created by Independent Third Party: Yes 15349.5 118S PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 7962.odf Approved for. use outside. HVHZ: Yes Quality Assurance Contract.Expi"ration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +SS/ -SS Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-01613B.odf 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 FLIS349 R8 AE 512277B.odf Created by Independent Third Party: Yes 15349.6 185 PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 12136.odf 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-LCSS, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02947.odf http://www. floridabui lding. orglprlpr_app_dtl. aspx?param=wGE VXQwtDgtH8 5 72gvd WIan... 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 S/8" glass bite. Evaluation Reports FLIS349 R8 AE 513781.odf Created by Independent Third Party: Yes 88Ck N- Contact Us :: 2601 Blau Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriont 2007-2013 State of Florida.:: Privacy Statement :: Accessliollity 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 mall to this entity. Instead, contact the Office by phone or by traditional mail. If you have any questions, please contact 850 487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. crust provide the Oepartment 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 Deparbnent 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 nere . Product Approval Accepts: Credit Card Safe http://www. floridabuilding-org/prlpr_app_dtl.aspx?param=wGEVXQ%A,tDgtH8 5 72gvd WIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2- WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2' OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED 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. IT. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-75. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #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 10/27/18 1 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE J10 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 (.0487 FY=33KSI/FU=52KSI OR ALUMINUM 6063-75 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. MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES TABLE OF CONTENTS DIM, DTC No DESCRIPTION J.L. 08-02357 1 I NOTES sraE NTS — 09/03/14 1-1 OF 12 2 — 3 JELEVATIONS, CHART$ AND GLAZING DETAILS L ROBERTO LOADS P.E. 14J2 WOODFORD RD LEWISVILLE. AIC 2fi29 4 — 12 1 INSTALLATION DETAILS 4.W.666-0609 Aonat@*A Spsmm SIGNED: 1111512016 R. L Off/'/ v,•OEHs"9d+ D6 AT EOF .W i' Ot`s; Luis R. Lomas P.E. FL No.: 62514 72 1/2' MAX FRAME WIDTH REVISIONS RN DESd1IP110N DATE APPROVED 6" MAX — J—I 18- MAX O.C. 6- MAX NOTES. A REVISED INSTALLATION DETAILS 06/01/15 R.L. 1. MAXIMUMD.L.O.: 593m'X603N' B REVISED NAME AND ADDRESS 10/27/16 R.L. L CHART01 18' Number of anchors required (Without rigid Offers) MAX O.C. Frame Frame width In) T Weight 11.00 30.00 36.00 40.00 4.00 60.00 6600 12.50 in) Ht5 emD HAS emD HAS Jamb HAS a.b HAS Jamb HAS emD His emD HAS emD HAS smD 24.00 2 2 2 2 3 2 3 2 3 2 2 2 2 S 2 30.00 2 2 2 2 2 2 3 2 2 2 2 S 2 71 1/2' 3A0o 2 3 2 3 3 3 3 3 3 3 1 3 3 S 3 S 3 MAX 42.00 2 3 2 3 3 3 3 3 3 3 1 3 5 3 s 3 6 3 FRAME 0.000 2 3 2 3 3 3 3 3 3 3 3 S 3 6 3 6 3 HEIGHT j 4.00 2 2 3 3 3 1 1 s 6 1 7 1 2 2 J s s s s s e s s60066.00 2 1 2 I S 5 e B S 8 8 6 17 eJAI— 71.60 2 S 2 S 3 S 1 B 1 3 1 B 1 • 1 7 S 17 8 7 7 7 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW i1 & #2 EXTERIOR VIEW CHARTM2FORNUMBEROF ANCHORS REOUIRED Number of anchors required (With rigid Offers) 72 1/2' MAX FRAME WIDTH Rome Frame width (in) 6' MAX — 18' MAX O.C. Height 24.00 30.001 36.00 42.00 16.00 61.00 0.00 6.00 72.50 6' MAX in) HAS jamb HAS amb HAS mD HAS mD HAS amb HAS Jamb HAS Jamb HAS amb HAS Jamb 24.00 2 2 2 2 3 2 3 2 3 2 2 2 1 2 5 2 L 30.00 2 2 2 2 3 2 3 2 3 2 2 1 2 1 2 S 2 6, I OA 0 2e.Do12.00 2 3 2 3 J 1 J s J J2J21JJ1JJ1J13S 4600 2 3 2 3 3 3 3 3 3 3 3 1 3 1 3 S L. 00 61.00 2 1 2 1 3 1 1 S 6000 2 1 2 1 3 3 1 1 1 S L 71 1 /2' 18' 66 00 2 2 3 1 3 4 3 1 1 4 1 1 1 1 S 1 71.60 2 S 2 S S S S 1MAXS51SS5 FRAME MAX O.C. T— SEE SHEETS 1.7 FOR INSTALLATION DETAILS HEIGHT j j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 01 & ,2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REOUIRED DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE & FINLESS ELEVATION & CHARTS DRAWN: Oa0 No. J.L. 08-02357 M' NTS I DATE 09/03/14 19W 2 OF 12 L. ROBERTO LOADS P.E. IM WOODFORD RD LEWISVILLE. AC 2702J 134-M-0609 raomusaabrusoa.00m SIGNED: 1111512016 g 1R IILf0 i OENSF,tP O TA F RN 'OF•'c(ORlO;• B ij SS ONAi1 aG\ Lute R. Lomas P.E. FL No.: 62514 6 MAX 72 1/2" MAX FRAME WIDTH — Ir—r 18' MAX O.C. E— 6- _rAX_ 1 j 18' j MAX O.C. 1/2' IAX AME IGHT j 6' MAX REFER TO CHART 83 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2' MAX FRAME WIDTH 6' MAX — I MAX O.C. —I 6' MAX j j MAX O.C. 71 1/2" MAx 0/FRAME HEIGHT j REFER TO CHART /3 --- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REOUIREO EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUMD.LO. 693N'X6834' REVISKM - DESGaPn011 DAtE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L CHART A3 Number of anchors required ffin Installadon Frame Frame width (in Mont s4.00 30.00 36.00 42.00 40.00 54.00 60.00 6&00 Lao( in)HAS F. NASFHASpamb HASIJ&mb HAS Jamb HAS Jamb HAS JambNs' amD HAS Jamb 24.00 3 4 3 4 3 4 5 3] e 3 30.00 3 3 4 3 4 3 4 5 6 36.00 4 4 3 4 5 e 42.00 4 4 3 4 4 4 4 4 4 4 5 44 6 4 48.00 4 4 4 4 4 4 4 4 5 44 0 4 64.00 3 4 1 4 4 4 4 1 4 4 5 44 6 4 60.00 s 5 5 4 5 4 5 4 5 5 s5 6 5 11.00 1 ] s S 1 ] 1 5 4 5 4 5 4 5 1 5 s 5 5 6 5 71.501 1 6 1 ] 1 6 1 ] 1 6 1 1 6 1 4 1 6 1 4 6 1 5 1 6 1 S 6 6 6 SEE SHEETS 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 MAWR I REV J.L 08-02357 B se" NTS 104TE 09/03/14 1 ww 3 OF 12 L. ROBERTO LOWS P.E. 043211VODFORD RD LEWISVILLE, NC 27023 4344"-0609 AanasawAmmaspa.wm SIGNED: 1111512016 1R I I LI0 GENSF,J+ 6 TAT E OF •L C OR%'Di,/S,ONA 11\\ Luis R. Lomas P.E. FL No.: 62514 1/2" MIN. rEDGE DISTANCE WOOD FRAMING 1 1/4' MIN. OR 2X BUCK EMBEDMENT BY OTHERS BACKER ROD SHIM SPACE APPROVED SEALANT 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MiN. OR 2X BUCK EMBEDMENTBYOTHERS 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE 1/" IN EDGE DIS.TANCE I F AL INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER R D APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1 /4" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/a' MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX. SHIM SPACE INTERIOR 10 SMS OR J SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISONS nv DESCRNIDN MTE I PPROnD A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 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 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 WITHOUT FILLERS DRAWN Da0 NO. REV J.L. 1 08-02357 B Se"' NTS D`E 09/03/14 1 SHEET4 OF 12 L. ROBERTO LOMAS P E. 1432 MVDFORD RD LEWISVLLE. NC 27023 434-M-0609 /Rpmat@*tnwsps cm SIGNED: 10512016 U,ii. v,.VGENS:9iP XATE'OF4 i0i1`S: ALif I Luis R. Lomos P.E. FL No.: 62514 CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT OPTIONAL 1X BUCK SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY BY OTHERS REVISIONS ' REV DESCRIPIRIN 2 1/2" MIN. A REVISED INSTALLATION DETAILS EDGE DISTANCE B REVISED NAME AND ADDRESS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT EMBEDMENT CONCRETE 1 a' MAX. BY OTHERS _ 1/4" MAX. SHIM SPACE I SHIM SPACE OPTIONAL 1X BUCK •° SEE NOTES 3 - 7 SHEET 1 . • 3/16" TAPCON INTERIOR 3/16" TAPCON ° INTERIOR II II 3/16" TAPCONr l - qL 1/a" MAX. rSHIM SPACE 4 . 1 . 1 1/4" MIN. A' EMBEDMENT n• . e C. 4 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEQASONRY INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. EDGE DISTANCE EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEANASONRY INSTALLATION 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 WITHUT FILLERS DRAWN: OWD NO. R J.L. 08-02357 WALE NTS 1 OAK 09/03/14 1 SNEE15 OF 12 L ROBERTO LOMAS P E. 1432 WOODFORD RO LEMSVILE. NC 27023 434•6"-0609 /RpI/N1soft "M" DATE APPROVED 06/01/15 R L 10/27/ 16 IRL SIGNED: 1111512016 ID i GENS 97 O'. ORIOP G C 1111"IOA 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. 1 EMBEDMENT 1/4' MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER 1/4' MAX. SHIM SPACE 1 1 /4' MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4' MAX. EMBEDMENT I SHIM SPACE RIGID FILLER 1/2' IN EDGE DISTANCE I INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED 3/4 MIN A REVISED INSTALLATION DETAILS 06/01/15 RL METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 RL. STRUCTURE BY OTHERS 1/4' MAX. A r SHIM SPACE BACKER ROD APPROVED RIGID FILLER SEALANT 010 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 110 SMS OR SELF DRILLING SCREW BACKER ROD RIGID FILLER APPROVED SEALANT 1/4' MAX. F SHIM SPACE METAL NOTES - STRUCTURE BY OTHERS 1. INTERIOR AND EXTERIOR F/N/SHES, BY OTHERS. NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCEMTHASTME2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX SHIM SPACE RIGID FILLER 3/4' MIN. EDGE DISTANCE7 1 f INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 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 D71", DNC ND. REV J.L. 08-02357 B CAE NTS I — 09/03/14 —L 6 OF 12 L. ROBERTO LOMAS P E. I43214000FORD RD LEMSVXLE, NC 27023 434-M-0609 Alomw@kl nmN eom SIGNED: 1111512016 Il1R , IL ow"/ G. EN`q- 9' 0 6 *= O. MA 11Ea Luis R. Lomas P.E. FL No.: 62514 RLNSIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 RL. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 - 7 SHEET 1 CONCRETE/MASONRY BACKER ROD 1/q" MAX, BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1 X BUCK v RIGID FILLER SEE NOTES 3 - 7 RIGID FILLERSHEET1 3/16" TAPCON v •• EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY l L- BACKER ROD BY OTHERS n 1 1/4" MIN. APPROVESEALANTD EMBEDMENT e •' JAMB INSTALLATION DETAIL 4.• e a CONCRET AMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 1111/// 4J\5 !' L Od GEHS; NOTES: v• 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SERIES 185 ALUMINUM FIXED WINDOW 0 5 * NOT SHOWN FOR 7LL X 72" NON —IMPACTANDJOICLARITY. 2. PERIMETER ANOJOINTSEALANT BYOTHERS TOBE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TAT OF 1ME ; w DESIGNED IN ACCORDANCE WITH AS TME2112 DRAWN d• 0R10P \,`\` DTYONO. REV 08 — 035 B/ASS/0NA suLENTSDATE09/03/ 14 sNE2Er 77 OF 12 LIEaG` L. ROBERTO LOMAS P.E. Luis R. Lomos P.E. 14M WO0DFORD RD LEMSVILLE. NC 27023 434• 666.0609 A ffas®Ybmmspv om FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4' MIN. F EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/4' MAX. SHIM SPACE 10 SMS OR LF DRILLING REW RENSIDNS REV DESCRIPMN DALE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 1 R.L. EXTERIOR EXTERIOR INTERIOR INTERIOR 810 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD & RIGID FILLER BACKER ROD & RIGID FILLER APPROVED SEALANTsi 1/4' MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4' MAX SHIM SPACER NOTES: WOOD FRAMING METAL I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. OR 2X BUCK 1 1/4' MIN. STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4" MIN DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INS ALLATION 1 1/4" MIN. 1/4' MAX. EMBEDMENT F SHIM SPACE A1/2" MIN. EDGE DISTANC INTERIOR 1 S10 WOOD SCREW WOOD FRAMING EXTERIOROR2XBUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE 1 3/4" MIN. INTERIOR EDGE DISTANCE il S10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC 0,/'' oWw MNDK ET 5'R GRATZ, PA 17030 v,•GENS'9iP 0 6 *= SERIES 185 ALUMINUM FIXED WINDOW*• 73" X 72" NON —IMPACT ATFLANGEINSTALLATIONDETAILSWITHOUTFILLERSg OF ii `/ORIODRAWNoAcE 08-02357 OVAL Luis R. Lomas P.E. FL No.: 62514 sole DATE SHEETLENTS09/03/14 8 OF 12 L. ROBERTO LOMAS P.E. 1432INDOOFORDROLEWISVILLE.NC27023 4934-M-OW9 tkmnpoc»m CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD do APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN. EDGE DISTANCE SHIM a. 1 1/4" MIN. EMBEDMENT 1/4" MAX. SPACE 3/16" TAPCON INTERIOR 3/16" TAPCON 1/4" MAX. SHIM SPACE l 1 1/4" MIN. a EMBEDMENT Q.' a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1 /4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON 2 1/2" MIN. EDGE DISTANCE I NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS REv DESCRFMN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 R.L I 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEW SONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC it.. L 0 /z ET ST. GRATZ, PA 17030 g r,•*\G IV&*e. d+ i SERIES 185 ALUMINUM FIXED WINDOW D 673" X 72" NON -IMPACT IN; FLANGE INSTALLATION DETAILS WITHOUT FILLERS TAT OF DRAW owe No. REV J.L. 08-02357 e KAU NTS I o`TE 09/03/14 s"EET9 OF 12 71 11 L ROBERTO LOMAS P.E. 1412W000FORDRDLEWISVILLE.NC27W3 LUIS R. Lomas P.E. FL No.: 62514e.u-M-0609 Ab.AS@#b."p*tsm WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1 /2 MIN. EDGE DISTANCE 1 1/4' MIN. 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 EMBEDMENTBY OTHERS711 7_ 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4' MAX. EMBEDMENT SHIM SPACE 1 RIGID FILLER 1/2' MIN. EDGE DISTANC METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE I"^ 3/4- MIN, 1/4" MAX. SHIM SPACE CID FILLER 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 110 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. SHIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN I EDGE DISTANCE T VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE REVISIONS RN DESCRIPTION M/E APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 11/15/2016 MI WINDOWSWSMARKET DOORS, LLC 5 %%IIILIo A 10 WOOD N 1 D SMS OR GRATZ, PA 17030 \v •'\G E N p SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW +`*• D 61 = SCREWS 73" X 72" NON -IMPACT E ; w WOODFRAMINGFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERS o , TAT OF OR2XBUCKEXTERIORMETALEXTERIORBY OTHERS STRUCTURE DRAxm DRc , . (0 pr •'y\ BACKERROD & BY OTHERS BACKER ROD & i lcs • . • RI .10 • G\ \\ BEHIND APPROVED SEALANTNGE BEHIND APPROVED SEALANT NGE scut a1L 08 s02357 B //ONA11\\ NTS09/03/14 ID OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. ROBERTO LOAL4S RE WOOD FRAMING OR 2X BUCK INSTALLA PON METAL STRUCTURE INSTALLATION 14MKVOOFORDRDLEWLSVXLENC27023 Luis R. Lomos P.E. u,- M y ,Lb,,,,"m,, FL No.: 62514 2 1/2" MIN, EDGE DISTANCE CONCRETE/MASONRY BY OTHERS ° 4 1 1/4" MIN. OPTIONAL 1X BUCK • ° •, EMBEDMENT SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS REVISIONS ' REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/2-1/16 R.L. 1 1/4* MIN EMBEDMENT a • CONCRETE/MASONRY 1/4" MAX. BY OTHERS 1/4" MAX. SHIM SPACE SHIM SPACE RIGID FILLER OPTIONAL 1% BUCK • SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON ' v INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4* MAX. SHIM SPACE 1 1/4" MIN. a EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEANASONRY INSTALLATION 2 1/2" MIN EDGE v DISTANCE EXTERIOR BACKER ROD h APPROVED SEALANT BEHIND FLANGE 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, 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. 7 No RV J.L. 08-02357 B souE NTS 09/03/14 O 11 OF 12 L. ROBERTO LOMAS PIE 1432 WOODFORD RD LEINISVILLE, AC 27023 431-6118-0" A RLas@ibm+spsmn SIGNED: 1111512016 1R `I to4t r,EHSF• 0 B *= AME OF s"ONA1/111E Luis R. Lomas P.E. FL No.: 62514 APPROVED SEALANT BEHIND FIN J6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE p6 WOOD SCREW APPROVED 1 1/4" MIN. SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4- MAX SHIM SPACE 1/4" MAX r SHIM SPACE WOOD FRAMING BY OTHERS WOOD FRAMING ,I 1/4" MAX BY OTHERS SHIM SPACE p6 WOOD INTERIORSCREW 1 1/4- MIN. EMBEDMENT APPROVED 41 SEALANT BEHIND FIN EXTERIOR 3/8" MIN _ EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION KMSgNS REV DESCR1FnoN arc MPNWIO 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 FIN INSTALLATION DETAILS DRAWN: 7N0. J.L. 08-02357 SCALE NTS DATE 09/03/14 S"ER 12 OF 12 L. ROBERTO LOMAS P E. NX WOODFORD RD LEWISVILLE. NC 27023 434-mo-O09 A?wAaS@&bMaw&cM SIGNED: 1111512016 ft.. Ll04l7 i/i r,EIEN`sR9U' p Y R?ln1' ••*= SSSSTATEEEE OF*w Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 usiness Peofessionat Regulation CiiriYLl"rY'i Gi:i fifiiieiili:YGii'.iidli SCIS Home I Lop In User Registration Mot Tope SUbmlt surcharge Stats t1 Facts { Publications FSC Start SCiS Site Map Links Search low' a I :'e Product Approval apprI•"USER:Public User ProAuR Approval Menu > Propuct or Aoplicabon Search > Application List > Application Detall FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 6S0 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitiinger@miwd.com Authorized Signature Brent Sitiinger bsidinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, 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 L 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 1710.5.3 Method 2 Option B http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WI S... 9/7/2017 Florida Building Code Online Page 2 of 3 0 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 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: S2-1/8" 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: S2-1/8" x 84". Max mullion FL15353 R2 AE 512063A.odf span: 83" Created by Independent Third Party: Yes 153S3.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01449A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84". Max mullion FLIS353 R2 AE 512073A.odf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 tI 08-01440A.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: S2-1/8" x 84". Max mullion FL15353 R2 AE 512064A.odf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18S14 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S353 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 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL153S3 R2 It 08-014S1A.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 S12075A.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01452A.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 - S2-1/8" x 84". Max mullion FLIS353 R2 AE 512076A.odf span - 104-1/4". Created by Independent Third Party: Yes 1S353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01443A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://www. floridabuil ding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WIS... 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 153S3.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-014S3A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01444A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84". Max mullion FLIS3S3 R2 AE 512068A.odf span: 83" Created by Independent Third Party: Yes 153S3.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ, No FL15353 R2 1I 08-01454A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84". Max mullion FLIS353 R2 AE 512078A.odf span: 104-1/4". Created by Independent Third Party: Yes rack next Contact Us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487-1824 The State of Florida is an ANEW employer. Coovrioht 2007.2013 State of Florida.:: PmraCV Statement :: Accessibility Statement :: Refund Statement Under Florida taw, 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 mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 4S5.275(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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address whirr can be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please clock DM. Product Approval Accepts: M Credit :Card --- Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WI 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 = Wt + W2 2 REV60NS , REV I DESCRIPTION DATE APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE J10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM 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) 110 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.1 DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L. I - 08-01439 sous NTS " 01/11/12 —I OF SIGNED: 0611112015 107 3" COMBINED/ 8WIDTH W1- IrW2- 83" 1 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) 1 107 3/8" COMBINED WIDTH W1 - Ir W2 e3 L FRAMEW HEIGHT WINDOW MULLION SPAN) ! IL 107 3/8" COMBINED WIDTH F_ W2 83' 1 WINDOW FRAME HEIGHT WINDO WINDO MULLION SPAN) IL 1 1 1 IF- w1 W2 - L:- 1073/8" COMBINED WIDTH I Desi n Pressure ratingI Mullion span nn) Tributary 18. 13 25.50 width (in) 36.00 42.00 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 72.1 720 62.00 710 522 397 359 334 32.3 6 59. 69 43.7 33.0 29.6 27.4 26.3 72.005. 63 44. 32. 7 24.4 1 21.8 19 9 19.0 84.00 1 28.1 20.3 15.0 1 13.2 111 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 W1-IrW2- e FRAME ' WINDOW WINDOW HEIGHT MULLION SPAN) 107 3/ 8' COMBINED WIDTH wt W2 ` 83" 1 1 WINDOW / FRAME HEIGHT WINDOW WINDO MULLION SPAN) 1 1 1 W 1 -- 1 F- W2 107 3/ 8" COMBINED WIDTH FR HE MU St ROMIDNS • REV I DCSCRP7gN DATE I APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 R.L 07 3/ B" COMBINED WIDTH F-Wl-1 W2 1 1 WINDOW I A IGHTWINDOW LION 1 1 1 WI W2 107 3/ 8" APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN. Design pressure rating (psi) with reDar' j option I Mullion span ( iV92- 470. 0 Tributary 5. 50 width tin) 36.00 42.00 48.00 52.13 25.030 0 130.0 13D 0 13D 0 130.0 37.330 0 127.2 1270 1270 127.0 49.694. 3 779 73.8 721 720 22.070. 0 53.3 48.1 44.8 43A 65.658 6 442 39.7 36.7 35.3 72.043. 9 32.8 29.2 26.7 25.5 84.027. 3 20.1 17.7 16.0 15 1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: we NO. RN V.L. 08-01439 A NTS IDA' E 01/11/12 IS"M2 OF 3 SIGNED: 0611112015 Vl 1 I I LID' GFIVSF 1, p pTAT F. Er - OR10*• ` ,`- 0NA' tEao\. 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT JI 1/4" TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP I I 10 WOOD SCREW 1 3/8' MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN.L 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRYAANCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. F3. 261" 1 1.375" 1 0.3" I REVISIONS REv DCSCRNRON arc ApVRWED A REVISED INSTALLATION DETAILS 06/10/15 1 R L. 3.750" 1.000 0.375" 0.422" 2.032" 2 875" 0.84J 3' SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-75.125• THICK 2X 00.210' MT000022 CLIP 16GA (063) GALVANIZED STEEL 3.750" 2.189' 1.0 " 0.375" I-- 2.140" ---I I I 1 7 1.125" 0.8J43" T— — I 1.562" 2X m0.210' SECT5764 MULLION ALUMINUM 6005-75.125' THICK T 1.562" O 0.688" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125" THICK 1.531' n--L SIGNED: 0611112015 6 MI WINDOWS AND DOORS 11111IIr/)I R L M///// f6G (062)GALVANIZED SDTEEL 650 WEST MARKET STREET GRATZ, PA 17030-0370 J\? v•CENsh 94+%i 5764 -VERTICAL MULLION* M-E 5 * 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS MAW M ND. RN GOF i//'S ;CLORIOt;:O`• 08 A S/111111110?\\\` ScuE NTS DA'E 01 / 1 1 / 12 51 ED 39OF3 Florida Building Code Online Page 1 of 3 Professional Regulatiob BUS Home 1 Log In I User Registration Hot Topic ( Submit Surcharge I scats B facts Publications I feC start 1 SCIS Site Map 1 Links I search 1 ROflda r 7"„ Product Approval IUSER: Public user Product Approval Menu > Product or Aoolieation Search > Application List > Application Detail FL # FL13223-113 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 Ei 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. E/ Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence, PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eouiv ASTM C1186 Eguivalencv Sioned.odf http://www.floridabuilding. org/prlpr_app_dtl .aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 I 121 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Method 1. Option D 08/17/201S 08/26/2015 09/07/2015 10/16/2015 08/09/2017 Summary of Products FL * Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 If ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install Cemoanel Sidino.odf 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.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 11 ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install HardiePanel Sidino.odf 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-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf 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.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel Sidino.DdfImpactResistant: N/A 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.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes F. Ne.t Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32299 Phone: BSO-487.1824 The State of Florida is an AA/EEO employer. Copyright 2007-2011 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, d0 not Send electronic mall to this entity. Instead, contact the office by phone or by traditional mad If you have any questions, please contact 8SO.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S must provide the Department with an email address If they have one. The emails provided may be used for Officlel 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 Nick here . Product Approval Accepts: 0_57 inacl E http://www.floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Cre&, Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIEO 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: Q:GptIFIiy 24M RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 '9:: sT E 714-292-2602 % c S.'Pt2 ! 714-847-4595 FAX JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Handle Product Trade Names covered In this evaluation: HardiePanel® Siding, Cempanel® Siding, Pnevsff " Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida BugClhg Code 2012 International Building Code® RONALD I. OGAWA.ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO.2556.15 EVALUATION PURPOSE: Tli s analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel. Prevail Panel) siding lastened to wood or metal framing with nags or screws. REFERENCE REPORTS: 1. Indertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test 5116' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches• on center with a 6d common galvanized nag 3. Ramtech Laboratories Report IC-1271.94 (ASTM E330) Transverse Load Test, S116' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hemmer wood studs spaced at 24 Ihches on-ceriler with a 6d common galvanized nag 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 Itches on center with a 4d, 0.091 inch shank by 0225 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 48 Inch wide HardiePanel Siding installed an 20gauge Metal studs spaced at 16-inches on center with a No.8 X 1 in. king X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test. 1/4' Thick by 48 Inch wide HardiePanel Siding Installed on 20gauge Metal studs spaced at 24 inches an center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report I i 149.96/1554d (ASTM E330) Transverse Load Test,1/4' Thick by 48 Inch_ wide HardiePanel Siding installed on 20gaugs Metal studs spaced at 16 and 24 inches on carder with a ETSF 0.100 im knurled shank X 1.5 in. king 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 HardiePanel Siding installed on 2X4 Ham -Fr wood studs spaced at 16 Inches on center with a 6d common galvanized nail 9. Ramtech laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem -Fir wood studs spaced at 24 inches an center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test S116' Thick by 48 inch wide HardiePanel Sidlg•installed.on 2X4 Group III SG-0.36 wood studs spaced at 16 Itches on center with a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fa 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 11284-9911S80 (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 ET&F 0.100 in. knurled shank X 1.5 In. king X 025 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table la. Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847.4595 FAX PROJECT: RIO-2556-15 Fastener Spacing fm l Allowable Frame Ullima(e Design Thickness th Spacing Perimeter Field Load Load' Report Number Test Age in.) j48 Frame T in.) Supports Supports Fastener T PSF PSF IG1270.94 Ramtech 0.3125 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270.94 Ramtech 0.3125 2X4 wood Hem -Fir 16 a 4 6d common 236 78.7 IG1271-94 Ramtech 0.3125 2X4 wood Hem -Fr 24 6 6 6d common 94 31.3 IG1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 10868 9711475 Remiseh 0.3125 48 2X4 woodSG i 0.36 16 4 8 4d,• 0.091 in. shank X 0.225 in, AO 30.0 HD X 1.5 in. stank na7 Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. king X 0.323 In IC- 1054.89 Ramtech 025 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No, 20 gauge X 3.625 In X W. No 8 X 1-In. long X 0.323 in IG1055 89 Ramtech 0.25 48 1- 375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min. No. 20 gauge X 3.625 In. X ETBF 0.100 in. knurled shank X 111a9 98/155ad Remleeh 0.3125 1. 375 In metal stud 24 4 8 1.5 in. long X 025 In. head 170 56.7 diameter pin fastener Kiln. No. 20 gauge X 3:625 in X 2DETSF 0.100 In. knurled stank X 11149. 9811554d Ramtech 0.3i25 48 1. 375 in metal stud 16 4 8 1.5 in. long X 0.25 in. head 101 33.7 diameter pin fastener 1. Allowable Load IS the Ultimate Load divided by a Factor of Safety of 3. 2. HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls' 2 Fastena' Spacing aFrame Ultcnate Allowable Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in.) Frame T in Supports Supports Fastener T 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 698.6 232.9 IG1274- 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 10- 1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 211fi 10868- 97/14TS Ramtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4dX0. 101i0.225 in. 595,4 198. 5 HD5n shank ratMin. No. 20 gauge X 3.625 in X Mn No 8 X 1 in long X 0.323 in IC-1057.89 Ramtech 0,25 48 1 375 in metal stud 16 8 24 8 6 head diameter ribbed bugle 9W.0 123.8 head screw MinNo. 20 gauge X 3.625 In X ETBF 0.100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1. 5 in. long X 0.25 in. head 1227.0 153.4 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1. 5 In. long X 0.25 in. head 1060.0 132.5 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. 2. The maximum height - to -length ratio for construction in this Table is 2:1. 3..In the steel framed assemblies the allowable bad is based on the average load at 1/8 Inch net deflection. 24121--i 9 blAlc 0ftf'-A0 R ry RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714=8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIWO LOAD PROCEDURES: Fibercemerd siding transverse bad capacity (wind bad capacity) is determined via compliance testing to transverse load natiornit test standards. Via the transverse load testing an allowable design bad is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design bed is be on factor of safety of 3, allowable design bads on fiber -cement siding correlate directly to required design pressures for Albwab(e 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 bads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-11A, Figure 26.5-1 B, and Figure 26.5.1C. For this analysis, to calculate the pressures in Tables 3, 4, ant 5, the load combination will be In accordance with ASCE 7-10 Section 2.4 combining•nominal loads using allowable stress design, load combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure. Equation 1, c6-0.00256'K,•1(a'Kd'V' (ref. ASCE 7-10 equation 30.3.1) q, . velocity pressure at height z K, , velocity pressure exposure ooefricient evaMwted at height z Ka , topographic factor w . wind directionality -factor V , basic wind speed (3-second gust MPH) as determined from (2012 ISC, 2014 FBCj Figures 1609A, B, or C; ASCE 7-10 Figures 26.5.1A, B, or C Equation 2, V=V,s (rot. 201218C 6 2014 F8C Soctlon 16021 deroftn4 Va , ultimate design wind speeds (3-second gust MPH) determined from (2012 IBC, 2014 FBCj Figures 1609A, B, or C: ASCE 7.10 Figures 26.5-1A, B, or C Equation 3, p=q,•(GCo-GCd) (ref. ASCE 7-10 equation 30.6-1) G4 , product of external pressure coefficient and gust -effect factor GCd , 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•Ki'Kn•Ka'V,."(GCo-GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.613 + 0.6W (ref. ASCE 7-10 section 24.1, load Combination 7) 0 , dead bad W , wind load To determine the Allowable Stress Design Pressure, apply the load lector for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p.d = 0.6'(p) Equation 7, pd,d - 0.6'(0.00256'K, Kz'K.'V.-(GCp-GCu,)) Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table A solve Equation 7 for V e, Equation S. V. = (pdddl0.6'0.00256'Kt KA'Kd•(GCp GCp))os Applicable to methods specified in Exceptions 1 through 3 of (201218C, 2014 F8C) Section 1609.1. l., )o determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 4 apply the conversion formula below. Equation 9, Void = V.' (0.6)" (ref. 207218C 6 2014 FSC Section 1809.3 1) Ved . Nominal design wind speed (3-second gust mph) Iml. 201218C d 2014 FSC Section 160211 Table 2, Coefficients and Constants used In Determining V and p. K, wen Zone 5 Height (ft) Exp B Exp C Exp 0 Ke Kd GC GC 0-15 0.7 0.85 1.03 h560 1 1 1 0.85 1 4 0.18 20 0.7 0.9 1.08 1 0.85 14 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 1.01 119 1 0.85 1.4 018 40 0.76 1.04 1.22 1 0.85 1.4 018 45 0 785 1.065 1.245 1 0.85 1.4 0,18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 085 1.13 1.31 1 0.85 1.4 0.18 100 0.99 126 1.43 I h 60 1 0.85 1.8 0.18 24121 9:,• STATE F i C/•'• -',ZO R RED RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #"3 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -'Wind Exposure Category e, Wind S 3-secondgust) 100 105 110 115 120 130 140 150 160 1 170 180 190 200 210 Height (it) B 8 8 B B 8 B B B B B B B B 0-15• 14.4 15.9 17:5 19A 20.8 24.4 28.3 32.5 37.0 417 46.8 521 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24A 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 A7.5 19.1 20.8 24.4 28.3 325 37.0 41.7 46.8 52.1 57.8 63.7 30 14A 159 A7.5 19.1 20.8 24A 28.3 32.5 37.0 41-7 46.8 52.1 57A 63.7 35 15A 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 19.0 20.7 226 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 1 -69.1 45 16.2 47.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 5&5 64.8 71.4 50 16.7 18A 20.2 22.1 24.1 282 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 bu 100 6 282 3 .0 33 8 6. 43.3 2 57.6 6 .5 4.0 82.9 924 1024 112. 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-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height it C C C C C C C C C C C C C C 0.15 17.5 19.3 21.2 23.2 25.2 29.6 34 4 39.5 44 9 50.7 56.8 63.3 70.1 77.3 20 10.6 20.5 22.5 24.6 26.7 31.4 36A 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21A 23.5 25.6 27.9 328 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 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 242 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 67.9 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 81.2 89.9 99.2 55 22.9 252 27.7 30.3 33.0 38.7 44 9 51.5 58.6 66 2 74.2 27 91.6 101.0 100 32.6 35.9 394 431 40T 55.0 0.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 0, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 1 170 180 190 1 200 210 Height (it) D D D D 0 0 D D 0 D D D D D 0.15 21.2 23A 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 W.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 26A 29 0 31 6 34.5 40.4 46.9 53.8 61.3 69.2 775 86.4 95.7 105.5 35 24.5 27.1 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 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72-7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 927 102.7 113.3 50 26.2 289 31.7 34.6 37.7 4.3 51.3 58.9 67.1 75.7 414.9 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 100 37.0 40.8 44. 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133A 147.9 163.0 Tables 3, 4, and 5 are based on ASCE 7.10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT., RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 Info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part \``\```\\V.... . w 2012,BC, 2014 F8C 20121BC, 2014 F8C V n ,11 1 F ; 2412 S y 9 ; STATE FApplicableF, c.• ALO ..... oo mR,E,ua""• Cos1111:lems used in Table 6 calculations for V,e Allo rdble, Ultimate Design Wind. Speed, 3•second gust mph) Allowable, Nominal Design Wind. Speed. 3-second gust mph) specified In12 5 201dfBC Bataan 1609.1.1. as dMnMneo 12012 IBC, Me FSCI Figures 1609A. S. or C. spedfre dIn ExxeptiioonsI through 3of120121BC. 2014 FECi SeUlon 1609.1.1. Wind Sure category Wd1d re category Skiing V. Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) BugHeigh!ht" feet) B C 0 B C O Allowable esbDn Load PSF) Exp 8 Exp C Exp D Xa K GC. GC. HardiePanel7a 5/18 48 6d common 6 2X4• wood Hem -Fir 16 OAS 186 168 153 144 130 118 49.7 0.7 0.85 1.03 h560 t 1 0.65 0.85 14 1.4 0.18 0.182018616414914412711648.7 0.7 0.9 1.06 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 IA 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.86 AA 0.18 35 182 154 142 141 120 110 49.7 0.73 101 1.19 1 085 IA 0.18 40 178 152 141 138 118 109 49.7 0.78 1.04 122 1 0.85 1.4 0.18 45 176 150 139 136 117 108 49.7 0.785 1.065 1245 1 0.65 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 127 1 0.85 1.4 018 55 170 147 137 132 114 106 49.7 0.83 1.11 129 1 0.85 1.4 0.18 60 168 146 136 130 113 105 49.7 0.SS 1.13 1.31 t 0.85 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 126 1.43 h>60 1 0.85 1.6 0.18 HardisPane* 5116 48 6d common 4 2X4 wood Hem -Fir 16 0.15 233 212 192 181 164 149 78.7 07 0.95 1.03 JhM 1 0.86 1.4 0.18 20 233 206 188 181 159 Us 78.7 0.7 0.9 1.08 1 0 65 14 0.18 25 233 201 185 181 156 143 78.7 0.7 0.94 7.12 1 0 85 14 0.18 30 233 197 181 181 153 140 78.7 0.7 11.28 1.16 1 us 1.4 0.18 35 229 194 179 177 151 139 78.7' 0.73 1A1 1.19 1 0.85 1.4 0.18 40 224 192 177 174 148 137 78.7 076 1,04 122 1 025 1.4 0.18 45 220 169 175 171 147 136 78 7 0 785 1.065 1.245 1 0 85 1.4 OAS 50 4 187 173 3 145 134 78.7 0.61 109 1 v 1 0.85 1.4 0.18 55 214 185 172 166 144 133 79.7 0.83 1.11 129 1 0.86 1.4 0.18 60 212 184 171 164 142 132 76.7 0.85 1.13 131 1 0.85 14 0.18 100 175 155 146 136 120 113 782 0.99 126 lA3 tv60 1 0.85 1.8 0.18 HardiePane* 5116 48 commad 6 2X4 wood Hemmer 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 tot 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18 25 7 127 118 5 98 90 313 0.7 0.94 1.t2 1 0.85 14 0.18 30 147 124 114 114 96 89 31.3 0.7 OM 1 1 0 65 14 0.18 35 144 123 113 112 95 87 313 0.73 1,01 1.19 1 0.95 1.4 0.18 40 141 121 112 109 94 86 31.3 0.76 1.04 122 1 0.85 1.4 0.18 45 139 119 110 108 92 86 313 0.786 l:65 1245 1 0.65 IA 0.18 50 137 118 109 106 91 85 313 0.81 1.09 127 1 0.85 1.4 0.18 55 135 117 108 105 91 S4 31.3 0.83 1.11 129 1.4 0.18 60 134 116 108 103 90 83 313 0.85 1.13 1.31 AA 0.18 100 111 98 92 86 76 71 313 0.99 1.26 1.43 Iv60 1.8 0.16 HardiePenel® 5/16 48 6d common 4 2X4 wood Hem Fr 24 0.15 182 165 150 141 128 116 47.7 0.7 0.65 1.03 hS60 E10. 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1.06 1.4 0.16 25 182 157 144 141 121 111 47.7 0.7 094 t.12 14 0.18 30 182 154 141 141 119 109 471 0.7 0" 1.16 lA 0.18 35 178 151 139 138 117 108 47.7 0.73 101 1.19 1.4 0.1S 40 174 149 138 135 116 107 47.7 0.76 1.04 1.22 1 OAS 1.4 0.18 45 172 147 136 133 114 106 47.7 0.765 1.065 1245 1 0.85 1.4 018 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.as 14 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.as 14 0.18 60 165 143 133 128 111 103 47.7 0.86 1.13 1.31 1 0.86 14 0.18 100 137 121 114 106 94 88 47J 0.99 126 t.43 h>60 1 0.85 1.6 0.88 HardiePane7A 6/16 48 4d, 0.091 in. shank X 0.225 in. HOX 1.5 in. long rin shankro6 4 edge B field 2X4 wood SC20.36 16 015 144 131 119 112 101 92 30.0 0.7 0.85 1.03 h560 1 0.as 1.4 O18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0 885 1.4 0.18 25 144 124 114 112 96 86 30.0, 0.7 0.94 1.12 1 0.85 1.4 0.18 30 144 122 112 112 94 87 30.0 0.7 0.98 1.16 1 0.95 1.41 0.18 35 141 120 111 109 93 86 30.0 0.73 1 01 1.19 1 0 85 1.4 0.18 a0 138 tt8 109 107 92 85 30.0 0.76 1A4 122 1 0.85 14 0.18 45 136 117 108 105 91 84 300 0.785 fA65 1.245 1 1) t.4 0.18 50 134 116 107 104 89 83 30.0 0.81 1.09 127 1 GAS 1.4 018 55 132 114 106 103 89 82 30A 0.83 t.tt 1.79 1 0.85 1.4 0.18 60 131 113 105 101 88 82 301 0., 113 1.31 1 0.85 1.4 0.18 100 1 108 1 96 90 1 84 1 74 1 70 30A 0.99 1 126 1 143 h-W 1 0.85 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 2012IBC, 2014 FBC 201218C, 2014 FBC 2412 s Allowable, Ultimate Allowable, Nominal Design Wind, Speed, v,. , Design Wind, Speed, asv.,, s STATE F 'Q g 3-second gust mph) 3-second gust mph) Applicable to meuads Applicableto methods specifiedin12012IBC. l specifiedSectionSthrough3d12012IBC. 7609.1 1. asIdeterrrilned 2014 FOCI Section 1201218C, 2014 F8C) 1609.1. t, Figures 1609k S. w C. 9CartllGarits used In Table a calculations for V- Wind exposure category Wind exposure tegory Siding K: Product Stud Building sae Product Thickness Width Fastener Fastener Frame Spacing HeighP•1 B C D B C D Dew ice) inches) Type Spacing Type Inches) feet) Load PSF) E><p B Exp C F_tip D Ka Kit C'Cr GC 0. 15 198 180 163 153 139 126 66.6 0.7 0.85 1.03 h56o 1 0.95 1.4 0.18 Min. No 8 X 20 198 175 159 153 135 123 56.6 0.7 0.9 708 t 0.85 1.4 0.18 25 198 171 157 153 132 121 56A 0.7 0.94 1.12 t o.85 74 Fie 1 in. long'X Min. No. 30 198 167 154 153 130 119 56.6• 0.7 0.99 1.16 1 0.85 1.e 0.18 0.323 in 20 gauge 35 194 165 152 150 128 118 56A 0.73 1.01 1.19 1 0.85 1 4 0.18 X3.625 40 190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1.4 0.18 HardiePanelfg1/4 48 diameter 6 in. X 16 45 187 161 148 145 124 115 58.6 0.785 1.065 1245 1 0.85 1.4 0.18 ribbed1. 375 in 50 184 159 147 143 123 114 58.8 0.81 1.09 127 t 0.85 1.4 0.1e bugleheadmetal55 182 157 146 141 122 113 56.6 0.83 111 129 1 0.85 1.4 0.18 StudScrawl60 180 156 145 139 121 112 56b O.aS 1.13 1.31 1 0., 1.4 O.te 100 149 132 124 115 102 96 58.8 099 128 1.43 ha80 1 0.85 16 0.18 0. 15 146 132 120 113 102 93 30.6 07 0.85 1 A3 hS60 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 O-W 1.4 0.18 25 146 126 115 113 97 89 30A 0.7 094 1.12 1 0.95 1.4 0.18 1 in long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 099 1.18 1 0.85 1.4 018 0,323 in 20 gauge 35 143 121 112 110 94 68 30.6 0.73 101 1.19 1 o.a5 1.4 0.18 headX 3.625 40 140 119 110 108 93 85 30.6 0.76 1.04 122 1 0.85 1.4 0.18 HardiePanet® 114 48 diameter 6 in. X 24 45 137 t to 109 106 91 85 30.6 0 785 1A65 1245 1 0.85 14 0.13 ribbed1.375 in 135 117 108 105 90 64 306 0.81 1.09 127 1 085 t a OAS bugleheadmetal 134 116 107 104 90 83 30b 0.83 Lt1 729 t 0.85 t.a 0.18 1stud5crety 132 115 106 102 69 82 30.6 0.85 1.13 1.31 10.85 1.4 0.18109 M60979185757030.6 0.99 126 1.43 h>•60 1 0.85 1.6 0to ET3F 198 180 163 153 139 127 56.7 0.7 o85 1.03 h560 1 0.65 1.4 0.18 198 176 160 153 135 124 562 0.7 0.9 1.08 1 0.95 1.4 0.18 0. 100 in. 198 171 157 153 132 121 56.7 0.7 094 1.12 1 0.85 1.4 0.16 knurledMin. No 30 198 167 154 153 130 119 56.7 0.7 098 1.16 1 0.85 l a O.ta shankX20gauge35 194 165 152 150 128 lie 1 56.7 0.73 1.01 1.19 1 0.85 1.4 0.18 1.5 in. long 4 edge X 3.625 40 190 163 150 147 126 116 66.7 0.76 1.04 122 1 0.85 1.4 0.18 HardiePanel® 5/16 48 X 0.26In. 8 field in. X 16 45 187 161 149 145 124 115 56.7 0 785 1.065 1245 1 0.85 1.4 0.18 head1375in50 184 159 147 143 123 114 56.7 0.81 1.09 127 1 095 1.4 0.18 diametermetal 55 182 157 146 141 122 113 56.7' 0.83 1.11 729 1 0.85 1.4 016 pin stud 60 180 156 145 139 121 112 56.7 0.9 1.73 7 315 10.85 14 0.18 fastens? 1 00 149 132 124 115 102 96 56.7 0.99 1.26 1.43 h>60 1 OAS 1.0 0.18 ET3F 0. 15 153 139 126 118 107 98 33.7 0.7 0.95 1.03 h160 t 085 1.4 0.18 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 086 1.4 0.48 0.100 in. 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18 knurled Min. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 O.18 shankX20gauge35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1.4 0.18 1.5 in. " 4 edge X 3.625 40 147 125 116 114 97 90 33.7 0.76 1.04 122 1 0.85 1.4 0.18 HardiePanelS5/16 48 X 0.25 in. 8fie W in. X 24 45 144 124 115 112 96 89 33.7 0.7e5 1.o65 1.245 1 0.65 1.4 018 heed1.375 in 50 142 122 113 110 95 Be 33.7' 0.81 109 1.27 1 O.aS 14 018 diameter- metal 55 14O 121 113 109 94 87 33.7 083 1.11 129 1 0.95 14 0.1e pinstud 60 139 120 112 107 93 87 33.7 0.05 1.13 1.31 1 0.85 1.4 0.18 fastens? 100 115 102 95 89 79 74 33.7 0.99 1 126 1.43 h>60 I 1 0.85 1.8 0.18 1. screws snag penetrate the metai rranung at ieasl mree lull ?meads 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 save height shall be used for roof angle O less than or equal to 10' (2-12 roof slope). 4. Vuh a the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A, 16098, or 1609C; ASCE 7-10 Figures 26.5.1A, 26.5-1B, or 26.5•IC. 5. Vesd = the nominal design wind speed applicable to methods specified in Exceptions'l through 3 of 12012 IBC, 2014 FBC) Section *1609.1.1. 6. The wind speeds in 12012 IBC, 2014 FBC) Figures 1609A, 1609E and 1609C are ultimate design wind speeds. Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC) Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in 12012 IBC, 2014 FBC) Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed Is permitted. 8. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C3C Part 1 and Part 3' Ve=1, Kd=0.85, GCo 1.4 (hs60), GCo 1.8 (h>60), GCy=0.18. LIMWATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT -PANELS TO WOOD FURRING SOLUTIONS ti•- - . JAMES HARDIE BUILDING PRODUCTS, INC. 10961 ELNIAVENUE FONTANA, CA 92337 - TABLE OF CONTENTS - COVER PAGE PAGE EVALUATION SUBJECT 2 _ EVALUATION SCOPE = ° 2:.' , EVALUATION PURPOSE-.' = - 2' REFERENCE REPORTS TEST RESULTS TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING TABLE .I B. ANALYSIS OF ALLOWABLE LOAD FOR A SCREW AT _ JUSTIFICATION OF USING THE.RESULTS ON LIGHT.GAUGE STEEL FRAMIWG , . .2 - DESIGN WIND LOAD PROCEDURES _. _ , -- • -. . - TABLE 2. COEFFICIENTS ANO CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS, DESIGN C&C PRESSURES EXPOSURE B 4' . TABLE,4, ALLOWABLE STRESS DESIGN-C&C PRESSURES EX006URE C: - 4•_ TABLE 5. ALL.OIMABLE STRESS DESIGN C8C-PRESSURES EXPOSURE,D • 4 . TABLE 6. ALLOWABLE WIND SPEED (MPH)'FOA HARDIEPANEL SIDING 5.6 AS -PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THATTTHE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA: BUILDING CODE, AND THE 20i 2 INTERNATIONAUBUILDING CODE. PREPARED BY: : - RONALD1.OGAWA&ASSOCIATES.•INC.• 16835 ALGONOUIN STREET 11443` HUNTINGTON BEACH. CA 92649.- 714-292-2602 744-847-4595 FAX_ S'A,T£ ' I RONALO 1. OGAM ASSOCIATES. INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BFACK CAS2S49 T) 714-2924= (F) 714-847-45M PROJECT: RIO.2578.15 EVALUATION SUBJECT NardloPanalS Siding Janes Naidle Product Trade Names coveted In tlde eealumlon: Narrfie?arwo Sdstg. Conpand P Siding. Revag- Parisi Siding EVALUATION SCOPE: ASCE R10 2014 Flodas Bu'dryT Coda 2012 trorrizitnd BWGiro Code 20'.2trcoma5awtRosidaeotCode EVALUATION PURPOSE. This attatyds Is to ddwu ire am madnWm design 3-"Cww pup Nod spoed to be too" by an aaeamby at 11on1toPanp (C nmomik Prova Panso odib taximend m wow uannes an otherow ar mrJl trailing, writ nab or nTesre, REFERENCE REPORTS: 1. nortsk Repan 1CM4363C00-MIA. Trunr"me load tap an NamimPansl. TEST RESULTS: Table Is. Rasulim of Transverse LoodTestitg from Fam ner Uzimam Tact Thtomees Spednp Spacing FacmarType. Loco Download Ra'on Mu"dw A 1 i (in. Fume Tym ett) fin.) am oknensionn PSF) PSF) Failum L1000 102LQ436i0004101A lnlulelt 03125 46 2x4 wood musk Sit' eta, of 3.S t8 6 No. 6 X 125' king X 0.325 NO 160.7 53A P66throuxtrtraraaewSPFhoftr... totakhedsaawt 102024363000401A btbMM 03125 40 20 woo0 tank 314' aim by 3.5* 16 6 No. 6 X 125' long X 0.325 NO 131 A 3.6 pIC edough' vAde SPF lung nbbed usOle tread eoen 1020243C3CO04MA Iflanwk 03125 46 2X4 wood muse. 304- O*Kby 3S 16 12 Ne, e x 12.r"x 0.323' NO Aos'l 3&m, pro Congowide6PFUcWqrlebsdbuglehoedaaamn 102ff7<363000 OOtA IhteAwle 0.3126 4e 2x4 woos surd' Sd' eiec try 35' 16 6 O 0GQ shank X 0.215' MD x 1 S 147b 4:2 pus treort rtracnrtew40oSPFfurftlene n0 thank nai 1020243630004)DIA, inlatss. 03125 4a VA woos seta. 3t4' add: try 3.5 24 6 No, 6 X 12.S' loop X 0.32r *0 412.7 27.6 p<I L1mu3•t ArattlaawlaeSPFhaM1gdatedbugimheadewwwo 1.Am MWwWj was aaaampo on P.tnnp WCMPA PWMUS::rM wee Ins btnwp fnattbae. 2. Atte I= Is Gal primed trap tlaCtwto toga dktoad by a tamer o1 apety of 3. 3. 14tdoPs" "OV canplin v lli ASTM C1106, Stanched Spadfiae0sn farGraoa It, 7jnw A Aft"abosos fioenCamara Fort: Visefa. Table 1b. Analy%M of Albwwble Load for u Screw at 10- O.C. me $fiwN Spadng Faaslffw Saed . tin. a 12 10 Frome On. 16 t6 tB fesmnorT drab 0.69 L33 1.11 Afbmrble load I 43 a 25 a 1 38.8 Irdlvidual Intend load (to. 3a.e 47.2 43.1 The tam. mar bad toreE saaw al 10' O.C. was otaAaled as the average a trie tW.. resets Ia r aid 1Y O.C, Tne stowaale load to 08 screw v Ina spacing at t0' O.C. Into tung on be taftalwad by almpdvkq ete rea is at same fapanm at 6' wed 12' O.C. alnx tb:h rasa had same taoao made o: i=aew PCs fhfbuP ban 6te lmnas.Am snows in ere table, Or aOowaWe bad Ion se avavn Inatat4 d sl tR O C. m wood hrtine is 36.8 pit. JustMca ton of Using the Rouda on Ugfd Gauge $Mel Framing In Q14 atwjaa cardouratkM. al twwnam wad ani ned to turnip ". se wneav r the arrll0 is stacned le wood or steal tramig a"i; rift Idea pariew trrtevene we coaaw. I; s ins pe0)sa ovft fs reaporuibitny m anti ttr tramp r...aretnw e:d traentg mamebats to ftar• a,mtrdem bed opwuss. RONALD L OGAM ASSOCIATES. IM 16835 ALGONWN STREET "43 NUNTINGTON SEACK CA82W8 I) 714222,MM- (F) 714447459S PROJECT: wa2578-15 DESIGN WIND LOAD PROCEDURES: Fjba -WROM damp ifalrwam lob c4md>Y Wrd Wad CapadrA b dowmd W via corwYorA mzwV m anw m load ntbtld ac a wwards. ma am wtuxrss bad waft en so ams aecvn bw is OMM* W ba%W an a ft= d aatapr of 3 tX*W to Oa u1mMm an bad. EqusUm 1. k-OA0258'K1wif.'1f (W.ASCE 7.10 ayru w J9.3-1) q, . Wbdly prossun at tWSM z K.. tcv2wa Kt9=w Equation 2. K , vdnd andxNmfly taaa V . oak wkd goo (3uaawd Out MPH) as def rw&W fmm =2 BC Agmu 10OM S. or C. ASCE 7.10 Rputa 26b1A e, dr C V.V. (mf. 201218C Sown 1602.1 defivb rls) V.. Whnta dodyn %*d GPaada (34emnd Out pm deatrnirra0 Man 2M2 IHC Figuaa 16Mk 9. or C:ISCE 7.10 Fpooas 2B.S1A B. orG EgwUon 3, plv(GC litd. W. ASCE 7.10 aptmuon =.6-1) GC.. proluul of asmmd p wa n Cba:ldau aM v al -Rao I — GC. , prWUG of ko and pmsmn ammoiam ww OuuaSaa moor p . dulp prnwo (KF) lot bone (dls*zM* dew ICad Wr W W To doamm dean Prerarae. PA = g, M EgusWo 3, Equatlon a, p a-0w-wr.•I(; K,Vallo rGC.J Aaweahb Sonar 0e*n. ASM 7.10 Seddon 2.4.1. Wan cw*MMbn 7 Egwtim S. OAD • 0.61V hat ASCE 7-10 section 2.4.1, bad cw=tnaaan 7) 0. daW bed W . wbd bb To deft i W Me Agovabb Sou, Oraiyn Pf"rra a{pfyMe bad faawtorW M*4 Dam Egiwion d to p tws4n pmsaaa) awwminea bdm e?ra"wr 4 Egwtbn ti p•. • oAlpl Egrsdon T. p— • OAy0.OD256•K'K.•K•V.' (Gcwcc.M EWAi;M 78 dud b PWdane Taob;1, and i To deawmba ma aao.ama of -nM bark wvW sped for Hat" U&M in Tub 6. =%e Egmriad 7 fer v. APPIlabra br meteoas spoibadin Er.eptiMn 19"Wh 3 of 201219C Sedian 1609.1.1. to delerrrrifa tfwr aoowa:b nominal desfpo word oced Al W) forKdr6o Sidnp In TL1b 6. oxfy me Mmetran hldntQa Equation a, V-- V.. (oAr W. 201218C SCaion 160.2.1) V— . Mm" design wind spaad (3--wnd Out mpn) feat 20:2 r8C Se: ion 1602.1) O oln1 y, R OP SS ONA F RONALD 1. OGAMASSOCIATES. INC. 1805ALGOmOtJ1N STREET o"3 HUNTINGTON BEACH. CA 62649 r) 714-292-26OZ (F) It4-847A595 PROJECT., RIO-2578.15 Tabis 26 CooMawnts and Constants used in DdwmW% V and p. IMMILIAMIKKIIIIIELM MEMO MKI-1111 EIZZI MM]M OK2mmmEu=lmxm 1111113 M-IMIE MWEBE OmLnu®mmm 11111=01 1KnJM MMIM WMAN EPA ogrl3m MEtim Noun= MIM-10 09-MM Table 3. AgoostAs Stro"'Dwaign - comporrrd 8 Ad CladdIng 1uCj Preasums (PSF) to be Re - loft d Variousriot - ton id Speedy&we . Wind ExpozCao*m y 8, IM 11 11 IMMIN MUM MUM MISIMIM330 OREM INUEM MULZE 11MMAEMMLIZ a= 02ff;-Irm IMOLF-10 NEWME INUIE10052130 owam=Elm 11151LMK MMMI M93311103MIN ROM30 MUM MMEIN NIMXXI M9111012AM MIUKAM M=RM MEXAM MMO EnIM 11 10 malmmiu_m MIM-301 maipmoEan Islam IMMM MEXIMIMSMIN MM13M oor-XJMB Mfflm IMMIJEEME-110 or-?AM1 111EXIM maim MICIM MLAMIEU-T-l= IMIC-21AW111tam 71717jr I r I110111E- M 0011-1001 IMILMIMEM Maim 011111EXIII MIMMI 3011 Mir-,30IMBLEM logrim ING1301 momp-F_im MINIM Mnimmoffuln WRIM MEXINEIRIM 2mmmzLIAM ERELM W-130 Vim•ookiA= Main MEE= mayin memsissulm oRNM ociam onsciumoi MV 1101MIERMENEPM MEE= NEIMAMMEDE11 ME3E1M MORMIN Mga=ENIEMM=21= MMM Tabla 6. Aftwob&e S&ves Destgn - CAnWonwu and Cladignq IQLC) Preasuras (PSF) to be Rsa[*W at Various Wind Spbods • Wind exp"un CotWIV 0; Speac 13-mKow okau 10D 105 110 115- 20 130 1 140 450 .1 AGO In I iso too M 210 me! flu 0 0 0 0 0 0 0 0 0 IS 25A 416 4r.1- 5d I W17 427 20 223 29T---V.1 377 W3.7 W. 41.0 Wl 2 131- 82 280 306 591 A-6 49 834 424 101.9 30 P-24.6-27.0 4 J1 —6 73=4 XO A Z8 0 6 ZI 3 b2T Tr In 6PbT 105.5 35 74-9- 2T-1 M3- N-3- 41 7- ZB —I Sr2- Z _6 0 9 7-95 U2. 0fir- 40 25T- Trr- 33 —3 W3- 4F3- W3- S - TU 4— T2 - 4--X 2 00.7 Milr- 23 3 31.1 1340 sro-- ZT-4- 0-3 371- 43 rA-?— Z-2-- 1027 1113 50 262 1. 4 P55Mll3159.9 6LI 70.9 1211 ou jv a 1 4,e2,v, I - AZ.V 1 2.1 1 -.w I o 0.x a,] 1 01.0 1 -bf.b I 1u*.1 11w- 100 37.0 I 9.6 i 1 - .2 1 62.5 1 -77-b 1 63.7. 1 -S4 6 1 106t: I -110A 1 -13Z.4 1 -141.0 5 Tablas 3.4, and 5 co baud an ASCE 7.10 and owtWOM voM Vo 2012 ISC, 2012 tRC 4 rjGA S1 ssloo\- Rl.OGAL1c1 •l,=1kTES. or. taass A1,001 im UTRM w7 1MIT&CUTON CEACK G 02641 m 714.262_2eDz fn 714-04174M PRMECT. RI0.2S7 W S t f ,, Able R MOowaft w w Opm6 (tiip0) IN tmmwp.nd who (An. tkeeMomwb ASW?-I*CJypv 30 CCC Pott 7 nd Part 7J' l+ r•e3•..tn.Ly o.wn51a•6oaa 1 • t - - O" 4'•a•0a"tiS:' - .vim. f3,-• m•?Pat atXO O•a.sV ewr. aoa1atCml• .•: wbac.eawt• rCj6.. 0.rIOd.Lm. r1• ar... ra.pxsc "01030 004261C 1 NQfM. t01• 6.flr.im L/, 1 C. .. _ tarns... t.1.p. nea r.nw..n JU ES i"De BLOW aG PRODUC- S, TUC. i. a><sa2.taq 1iDQiamalswea• r,mu Plaaa] t Minn T,/ tl I w: IKI faA. liw h7r Fa» fllal 0 a fmlr s"a A 6`} leto lbAftO. RI O1 C` O C. r O taacs' 1 dy. W rah i• cst rah t• t t 1 1f Ma, 6x saw eaacawK YQC. a* Or mu aea6r Pp• tail aii 6r7y 1nM 10 •• O•+ 6 163 its M a Its17 4:34 a" Or A I b ct I. wa laid M1 70• tb In YA- 1a6 132 120 U6^ om o0 1b a IS 03 063too- f0is* m Ida u6 tM t76 11a 14 cis 410 CW e16 aY P61 IQ laa 1 C6 OG w• n. 04 an t0 um W ia6• 134 P• i]a en tm in I 6r oe n• a. P A cis aDtrst16146u3, tD su And s.?r la 1a 40 tn tSo to a31 1.6 v did. 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A 0. eaov a11ta, 123 1-.7 lot a.• Gb In a tap no tl t U.. ea 3 tlt 1 a•a w- 1. top in w y nr 1:2e t0 aml 1 en w• 41a tl. e O"00. Dr16 a6 W 6x ZITtom` mast p+p ao.. a60 U' oc. Mir xanmaa add6Na137M' s fd M 3.P 6a. c0 • t6 p11 UT IC• a2a• 174 Ito laa E. an ads ul. 1 1Ca Oaw. 4. C16 OnT1tea2621IMr3aCOn10. 1 1 Sat 1 0a. 1 O _ Cal I t I1 Ca OCli I 4. on e.n Ottit* Sr- 1 t T tm 6a a. OM Cr 1N 35 1 tl t taa 077- lm 1 LLL 1 t 1- n0 t ra Oft to. I::I as eras n- C. a a.. as lae 1i et ue. a f. OT I OI 19. 1. t23, 116 113 6 A. Gat ldo 19 t Its-r% 60 ff- ou to t]a m a2 s. no o wa. ar LLL u, m 1LL pt ta• On s IQ aGof I. 646 46 n1a IaR.. a1aM N6 asqb 1 1 W, 6x j L. ae itaa,. rot I: r7 a. apad a 21)p add inci c, 34• tea q LC rlpp rape VI'p. Y 31 o• t$ 36 t2a III to; 87 a6 71I Om Gr 10 1 P 0c a" Oa On Onw- n• n- w . w. nit . ata OLL oil C•16 t lot a r a ZF ar l%2 9-/ a1 Cti 0. OK IM I 113' Ills• ti• 7r2 nA m t1a 1 a ale l a t a 13, tt. lat 6 d7L Cb. t as 3 11 I00 wl Ct[ O.1 10 t-1 I On 1 CA A 411 D. f17 K Cfa T^rl CO l of 1J. teO 6n. to 1a3 Cm I IOa w•f Ott ; N.afioaaa! wt6- t stax•, O1tS 10. 1w^an, Massar 1. N CO,C_ reae 1 awrrw a17. YI' aip AL6'. Hptwp vl 1 u 0- 16 40 I" t1 W 132 Ito wt: on 044a27 1 Cn t Oaw,. 1• a'. . Olt 23taa. m in a 1M n1 wf: Ora Oa: 1a 26 163 too laa Us A 113 C^ ar t.12 Otl I ea5 w- an OLL 3a f1t:e 10 W t7! lit n ] CT.• Or t IS tat t6. 1-2 f.0 n6 t10 wc) en tm 1 ea nJ Di. u n tbI lag tit 1u Ia ew tw 1 I en Me of 17a b uaIta ta} 34 1.. I.. W. 123 It1 to" w1G M Ita I." n Ito I 1 1 It. IOS wit 00 1.,1 tT Cn I C_ 1. ru tt m 16aaa1]b W 113 tP1 wf: Ctl H. IDt 17•] 1ta let K as wag Caa 1_•h I.7 Pm 1 ra w,. OLL 6rlrotaya •......r.. a. p.a.gr• aas0.•.aw a.w.r6w¢awer.ars.p Ostw w Iaab to p•t2.tr.ay.1 C.•w1. aa.Pa.r.aa.w a v• ew1.,t.p,w.a.ta . wlr.a. Pacaab•aa6lytu nryr.aa tf•a.t aa>eara - e oft af.w.aap adalara ar •talalat,..aaawllLT T.3 taaww aaaC Ml l •w f•n a. ci'I.1(,.aaa, olC••a •a.11.aG••UP•q GyC LL. r.r. Ieaa'-0ae.37Gf vela, aaaaiaaa fear, l.l,I.rr aaa.ara. watt.a a.retar.frulr... wr rw •w 1 a.6b. ea.ao a.arolate Paq ate to saaa. r.eriKUf,r.wa n.Y.W a.M.•a•,.-aV b aC. Kr rOOt Ia:rMa.6Pyo6. UlArTATtWS Of USE 1) IN Koh VahmW Nwmm Zara QWK4 acts: pw WwMAaee Cagy ftwlk ROA iS.M=W Table 6. AOr6abb WWd Speed PI1ph) for H";epsn1 o+dma paw~ ALIT i RL OGAMA A60oCMMS. oto. HUKTO=TOM LEAM GA 4" T) T/a.2P2.20<L`; (F) 74440-4 $ PROJECI, 0 O467a_16 Asee inoagv2o eaeP:lr i.till6riif la.e.;tae AtO.•lat l.rawY o.oa taaii, Oaat4 ' . IlYblpaal V.I. a..reeam llptQ ts..tar I•enl erwpo.:Ka6r . •t/ir.i.rwi•n NC7Nr.1Ytd.r' af FwGeatswt ta 1a•4pRLalt. t O31 1]rC>01. 3T.16l7117.tr1Ol•{. •aga••6r 1a0,1.4 . SUA:s w•ac el =w. 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Ht1p.Cti•A 6 p63K..64. 7.I 3'SIteC.0C,3ID1 seiRC••t1..ts tear, I • I,traat r t•I.wa 6. 1.•It I/ni at r /awtra ww.13•1.1.a11 ' a Y•wtlawa.arr atar•1/10 Cw a•••a•6.1 •Iw.wp.w.r6 rtaaal/wolMlb"rOr OOC}aA w OOL.q ; w •lw rarer LIMITATIOUS OF USE 1) In HC1 Wooly onlofr Zane QMM alsua Sor M•am:Daa. CoWap FbMa. MOA %6.01 r.06 s N; 0 G A W,q N $ F s , o- csSION AN- H 0- om LLJ I= REPORT NUMBER: 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30. 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COOUITLAM, BC V3K 7C1 RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 OGA 21 S NAL E It tWit Report of HardiePanel® tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior'Wlndows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference PRODUCT EVALUATED: HardiePanel® EVALUATION PROPERTY: Transverse Load Testing This report is for the exclusive use of Interteks client and is provided pursuant to the agreement between Intertek and its Giert In:ertek's responsWilty and liability are limited to the terms and conditions of the agreement. Interrek assumes no liabliity to any party, other than to the Client In accordance with the agreement, for any loss, expense or damage occasioned by the use of this report: Only the Client is authorized to copy or distribute this report and then only In Its entlre.y. Any use of the In:ertek name or one of Its marks for the sale or advertisement or the tested material, product or service must fist be approved in writing by Intertek. The observations and test results In this report are relevant only to the sample tested. This report by itself does not imply that the material, product, or service is or has ever been under an Intertek cerdlf:ataion program. Report No. 102024363COO-001A I Table of Contents AMI s Page acdr 1 Table Of Contents ........ ......................................................... .......................................... 2 2'Introduction ................................................. ............................................ ........... ........... 3 3 Test Samples ......................... .......................................................................................... 3 3.1. Sample Selection ........................................................................................................ 3 3.2. Sample And. Assembly Description ... -............. ......................................................... 3 4 Testing And Evaluation Methods ................ ....................................................... -..... ...... 3 4`1' Conditioning ......................................................................................... -.............. ---3 4-2- Transverse Load ............................................................. -........................................ -3 5 Testing And Evaluation Results .......................................................................................... 5 5.1. Results And Observations .......................................................................................... 5 6 Conclusion .............................................................. ........................................... ---'---6 Appendix A Transverse Load Test Data .................. .................................................. 17Pages Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the. Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening .schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. HardiePanel'Iff'I.M. Vertical Siding JamesHardie FFEaVE SEPTEMBER 2013 INSTALLATION REOUIRDAENIS RESIDENTIAL SINGLE FAA9LY ONLY - PRIMED & COLORPLUS° PRODUCTS Visit envw.iarneshardie.cdm for the most recent version. SMOOTH - CEDARMILL® - SELECT SIERRA S - STUCCO IMPORTANT: FAILURE TO INSTALLAND 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 HZ10TMa PRODUCTS OUTSIDE AN HZ10e LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage Mused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Pos-lion adtirg station so that wind will blow dust avray from user T . Cut only using score and snap, or shears (manual, electric or pneumatic). and,o hers in working arm 2. Position cutting station In viell-ventitated.area • 2. Use are of the tobvino methods. a Dent I. Some and snap U. Shears (mmual, electric or pneumatic) _ NEVER use a power saw indoors b. Behar; I. Dust reducing circular sax equipped with a - NEVER use a circular saw blade that does not carry the HudeBlade say.' blade trademark Hardee-3ade'saw blade and HEPA vacuum extraction NEVER dry sweep — Use wet suppressidn or HEPA Vacuum C. Good: I. Dust reducirig cirolar Semi with a HardeBlare saw Wade eniy use for bur to moderate cutlirrgl lmportdnd Note: For mWmum pholaclion lowest respirable dusfprodurbat), Jam Hardie alcommesids alviMs using'Best -level cutting methods where leasfWe. NIOSH•appnoved res'pha-mrs can be used In eorpomn with above culling practices to further reduce dust aposres. Additional sipmtre moonatiat is ava abte at vvwavjameshardm.com to help you determine the irtV appropriate Culling medmod for you job requiernents. ff concern still adds about silos re levels orydu do not comply vattt trw above practices, you should always 0=11l a Qualified mdusofal hygienist or corttarx James Hardie for further information. woo;cs GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial l Multi -Family installation requirements go to.www.JamesHardieCommercial.00m HardiePanep vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See general fastening requirements. Irregularities in framing and sheathing can minor through'the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen/furdng) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately Installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will, assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap° Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in. figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical sidln9 In Fascia or Trim apofications. Some application are not suitable for 1;olorPlus. Refer to ColorPlus section paWe 3. 00 NOT use stain, oiValkyd base paint, or powder coating on James Hardie•' Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin, 8 " Expansion Characteristics` at www.JamesHardie.com. INSTALLATION: Joint Treatment FastenerRequirements • Vertical Joints - Install panels in moderate contaci (rig. 1), alternativety, Positionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2" away from corners. Do not nail into corners. caulked ( Not applicable to ColorPlus• Finish) (fig. 2). HardiePanelVerticalSidingInstallation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framingmustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanelverticalsidingmustbejoinedonstud. water -,enure oa„ier water -resistive barrier Double stud may be required to maintain minimum edge ; swa / water restive ,,rater -resistive nailing distances. ( I Y' 2 x 4 i° b harrier Figure 1 s,,, ` — —upper panel t—upper panel I' oho aim yr caut„ap water - resistive I y harrier ' II ' sheathing HardiePanel Batten Joint "H" Joint '`Z-t4nsldrhp f ` Z•rlxshinp Al p O vertneal oiling water-resiaWe tamer decoratNe band board keep nailsGorr panel (\- 2 x 4 stun panel lower 3/6' min. O O panel plate o o Figure 4 I o p; P yam;, p,uORecommendation: wmar instatlinp situ B, moderatecontact provide ; Caulk Joint a doubt stud at panel \ ` \ re— I Not applicable to CdorPlus• Finish) jktims Cr avoid rallinp keep fasteners 21 I -Apply caulk In accordance with caulk through grooves• away from corners manufacturer's written application instructions. For additional information on HardheWrapTm Weather Barrier, consult James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hrardie• products contain respndbh :rystmine AM, which is known to the State oI California to cause cancer and is comidered Tj IARC and NIOSH to be a muse of cancer from some occupidow sources. Breathing excessive amounts of fespdabhe Was dun can also muse a disebmrcg and p0tenf illy tatel luny disease mllea sibcosls, and has been lnkad with omerdiseases. Some studies svpgen smolang may unease use nsu. During installation or mWgiinp. ih) wort In outdoor arms adth ample venaladon: (2) use laser cement shcas for raiding or, rmere rid ta,role, use a tlarde8lade° saw blade ano dust-rodrang circular sari a=hed to a HEPA racwm: 3) worm others in the immediate area: (4) wear a prooehylatd, MOSH-approveo dust mask or (aspirator (e.g N-95) in aaazm nce with applicable govemment regutaliors and manufacturer Instructions to further limit respirable sdlm ertpowres. During deanwp, use HEPA vacuums or wet cleanup methods - never dry sweep. for further into mallan, refer ID our inslallatan instructorfs anc Matmal Salsty Dena Sheet asalladte at w wxlamhshardie.com or by calhry 1.800.91HARDIE (1-800.942-73431. FAIUIRE TD ADHERE TO OUR vvAWNGS. MSDS, AND INSTNJ_ATION t.'sTRU :TIONS MAY LEAD To SERIOUS PERSONAL NAIRY 0:1 DEATH. ear HS1236 - P1/3 1/13 CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" 2" dearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products and decking material. surfaces, flashing and counberflashing shall be installed per the roofing clearance between the bottom of James requirements for clearance between James Hardie* manufacturer's instructions. Provide a 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. Figure 5 Figure 6 sidin=. terFRIENe I siding and trim. Figure 8 Refer to fig. 3 on page 1. 9 IIL.I! I .tllIII 1--2'min. i i p :1 :I I 6' m l \ la da on Maintain a minimum 1" gap between gutter end caps and siding &-trim. Figure 9 gutter and end cap 1r2"m,in li 'f 1 deck materiel 1' - 2' Mil lass f flashing Ij- I (I — ledger Do not bridge floors with HardlePanel° siding. Horizontal joints:should aftvays be created between floors Pig.10). BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 36' 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-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or In very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services d you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove -and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, -staples, or clipped head nails. Snug Flush 5771 Countersunk, fill &add nail Figure A ESJ Figure B do not under drive nails DO NOTSTAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall.. The roof must be flashed with step flashing. Where the roof terminates, install a kickout to deflect water away from the siding. It is best to Install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, IGckout.Flashing To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 :'...flashing shall be a min. of 4' high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 1100 to maximize water detlection Figure 11 slwp i 1. Wag a IlasOhry ab ceps PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic'tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth p(oves 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). fiS1236 - P2/3 8/13 y >o, CAULKING For best results use an Bastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex.Joirit Sealant complying with ASTM C834. Caulking/Sealartt must be applied in accordance with the caulking/sealant manufacturer's writlen instructions. Note: OSI G ad as well as some other caulking manufacturers do not allow tooling. DO NOT Baulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk paint or prime all field cut edges. I DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie°° Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUS® TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to. gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlusO Technology touch-up applicator. Touch-up should'be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel* 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 ColorPlus° product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, It is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie° Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOCWnON: In acconfanee vm,MES Eraluauan Report ESR-1a44, HandfePande ver ucal siding is recognized as a sultable ataamate to that specified in: the 20062009. E 20121nterrabonat Residential Code for One -and Two-rannly Dere1hp and me 2006. 2009. E 2012 Intematioral em'lding Code. Haidiiel anel venial sld:g is also recognaed fa application in fhe following: Ciy of Les Angeles Ressiuc t Report N0. 24602, Stwe of Florida listing FLC889. Dade County, Fbrida NOA No. 02.0729.02 U.S. Dept. of HUD Materials Release 1263c, Texas Deparnnem of Insurance Produc Evaluation EC-23, Q" New Yak A4:A 223.934A, and Cal'Gornk OSA'PA-019. These documents should also be consulted for additional information concerning tie sudaMuty of this product for speck applications. 2013 James Hardie Building Products. All riatrts reserved: Additional Installation Information, TM, SM, and ® denote trademarks or registered trademarks of James Hardterechnology Limited 0 Is a registered Warranties, and Warnings are available at Ja mesHard ie trademark of James Hardie Technology Limited. www.jameshardie.com HS1236 • P3/3 IBM 3 MIAMI•DADE 1vfIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONON11C RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADrs-UMSTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w%vw.minn idade.eov/economy James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation 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" Planlcs and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSoffit, CermSoffit 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., beating 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 mantifactilrer's nature 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 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiratiou 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 ii 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. 15-0122.04CMIAMMADEOUNTYExpirationDate: May 1, 2017 Approval Date: April 9, 2015 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) FBC issued by Ronald I.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/3o1 015 Carlos M.• Utrera, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 1 WALL its WALL LENGTH Stud Spacing at 15' O.C. seooa iin6 d ;'` i ' q of 17 i 2- i i •o pA tsemiPr B Nags at 16" O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding a rim nooKSara $ Wateriesistive barrier per Florida Building Code Section 14042 r 69' thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A W Wick 15 ply APA rated ptymod sheathing in accordance with Florida Building Code Section 23223 Water -resistive barrier per Florida Bwlding Code Section 1404.2 z X C S-P-F wood Studs HardiePanel, ACTION B-B Cempanel Prevail Panel Siding PRODUCT DER U M- Harc iepanew Cempanem, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM Cl 186 Grade 11, Type A and meeting the requirements of the Florida Building Code. E6NEL-DIMENAIONS Width Length Thickness 4' 8,9,1(Y 5/16" DESIGN PRES_S_U_R_E RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over SN' thick / 5 ply APA rated plywood sheathing 11AR IKPANR" ICEMPAN.E_I_._PR.cV__AILyNELLSIDING INS [ALL00N DE AIL SAUinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where Harc iePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 2=3. APA rated plywood sheathing supporterThesidingpanelsshagbeinstilledover51Wthick15prybyaminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a Y long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 5J8" thick /5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' anal a minimum clearance of 2" from corners. Fax 909-427-0631 Creator. E. Gonzales HARDIEPANEL, CEMPANEI PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 ue I Fscaa na IA PNL-PLKSOFF 1/r = 11-0" I Date: 4MAI=13 IsrEEr •I OF 12 Fastener Spacing per FloridaBuildingCode.Section 2322.3 I• f?RlA7 JL`r tEVLS D • ` e eo iyiig viW tbc•lfla i 849fts coo w Pvdnd coned PRODUCTBEvtsW w eompir ng vh& the iFl affuls By ProdmtCentml Cladding 16.00in. IY-- • FramingI• I I•I Fastener Spacing per Florida Sheathing Building Code Section 2322.3 I I•I I• .I I•I i 1'' rrr iiiG 1 SYA 0 Fro i ll i=RAN1ING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH-3-1/2" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD ° HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 93ADD_X-Q James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2" LONG, 0.223 HEAD 10901 Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION L-iij a RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909356-6300 SIZE FSdd NO DM No Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales SCALE 1 = 11-0" • Date: 4/24/2013 SHEET 2 OF 12 1 I WALL D-ETA L_4 1-!I j B ALL LENGTH Stud Spacing at 16" O.C. vith t1Mt: Florida 1Vfo 1 i/•v% X i No. M H Z A i STATE 40RC I !-xs ONAI I Nails at W O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1. Panel fastener, as described in T- Note 2 HardiePanel® Siding Water -resistive barrier per Florida Building Code Section 14D4.2 618" thick / 5 ply APA rated L 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 DETAIL A 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 S.F-C73.0.N-10 Water -resistive barrier per Florida Building Code Section 1404.2 209a, 3-5/8"X 1•S/8" Metal Cstud HardiePanel, Cempanel, Prevail Panel Siding PgODUCT DESCRLPTON HardiePanelS, Cempanel®, & Prevail® Panel Sing materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL DLqENSLON_S. Width Length Thickness 4' 8.9,10, 5/16, DESLG_N_PJ3,E5_S_U_R RATING Installation Design Pressure Metal Studs -104 psf Impact Resistant - Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing HAiZ01EPJ_EtsCEMPAPIZEVALLLPANELSIDING iNSTJ1LL,ATION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePaneL Cempanel. Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this. N.O. A. Note 115/ 8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at V oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4' long bugle head screw The siding panels shall be installed over W thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-51W X 1-5/8" Metal Gstuds 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" 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 15 ply APA rated plywood sheathing into metal studs located at 1W O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from Comers. Fax 909427- 0634 Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLKSOFF SCALE' 112" =1'- 0" I Date: 424/2D13 IsHEr 3 OF 12 I 6.00in. PRODUCT REYLSW w awwtyft wiiA the fbCwn No 0 r r 7 By Nrim)V dc P4odod Cenbol II I' I II I. I 6.00in. I II• I pRam II I' I cmvum I e a+o1 wrnh tie F1 b A1180WW t4lDoe tieene . ERAMIM_G NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 15' O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE AHEAT111 JGNOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4• LONG BUGLE HEAD SCREW CLADDINGTHEPANEL IS FASTENED WITH NO.B-18, 0.315' HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I Framing I II ICI Sheathing II II I OGA 0. 121 STATE OF I '. ONA\- LOAD NOT PART OFTH S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 E FSCM NO ' NO phone: 909-356i00 pNL-PLKSOFF Fax 909-427-0634 A Creator. E Gonzales SCALE t" = 1'-0" Date: 4/242013 SHEET 4 OF 12 t Stud B t--- 1 T'4 WALL EIGHT i sc T ---- - B- at 1 I 3K' Minimum DETAJI A Pit / 40qWYiMg with 17111*ide IS =.e as Distance Sheathing fastener, as described in Note 1 i- r SS10NA1. Nails at 16" O.C. (typ.) Siding fastener, as described in Note 2 i HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building j Code Section 1404.2 5/ 8" thick / 5 ply APA ratedd--' plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE MQDUCT DESCRIPTK:N HardiePlank(D. CemplankS, & DETAIL A Prevail® Plank lap Siding materials 51r thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186Gradeit, Type A and sheathing in meeting the requirements of theaccordancewithFloridaBuildingCode. Florida Building Code Section 2322.3 PANE DIMENS10NA Wawa barrier per Florida Width Length Thickness 1/2• 12' 5/16" Building Code Section 1404.2 DESIGNPRESSURE RAING 2"X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - Planks in sUlled over 6/8' thick / 5 ply S C110 1-1/4'tatl X 5/16" APA rated plywood sheathingB_g thick starter strip XISHAiDIP_LANJCICEMPLAN{C,-QREyA_.(4LA S.1D_INGJNSTAIa-ATI.OD. AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturers installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an EngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA 1] 5/8" thick / 5 ply APA rated Plywood sheathing shall be attached to the studs in accordance Notewith Florida Building Code Section 2322.3. Planksshallbeappliedhorizontallycommencingfrom 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 is15 8-1/4" vertically. Note 21Thesidingfastenershallbea2-1/Z long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistantsidingnail; The siding is fastened:5 8-1/4" O.C. vertically and 1 , D.C. horizontally, fasteners are driven into wood studs through 518" thick / 5 ply APA rated plywoodg, rs are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. supported b The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing y a minimum of 211)(4" S-P-F wood studs spaced a maximum of 18" O.C. Fasteners shall have a minimum edge distance of Mr. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 ©m Avenue Fontana, CA 92337 rnul M 172w ._ _ PNL-PLK-SOFF Fax 909- 427-06M A Creator. E. Gonzales SCAU 12" y V0 Date: 424/2013 SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75in 9m7 M Fkrw% ByT:0.25in. aie A°dnec Canaai 16 in. OC Cladding i Y - Framing Fastener Spacing per Florida ( Sheathing Building Code Section 2322.3 I• ERAMiNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/V' THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C_LADDII G PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS SS-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 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION M0Ix=REVL5M \ 1* 1 %' "t ra o r Wi& do tea. \ - lSo z No. 121 r ? STATE OF j,. Fs............ s/OAIAI- tiN oil FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND [;VK LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. e 10901 Elm Avenue Fontana, CA 92337 Phone: 909-35"300 FSCA9 N0 p1AG NO Fax 909-427.0634 A PNL-PLK-SOFF Creator. I— Gonzales SCALE 1" = 1'-0" Date: 4/24=13 SHEET 6 OF 12 at 16, i - ---- ------ • ---- me cc WALL IEIGHT i i i• l 1_ BF= 3/4" Minimum Edge Distance 5T IL, A w isb ilia F1wds Nails at 16" O.C. (typ.) Sheathing fastener, as rrocMhorl in Nnto 1 Siding fastener, as described in Note 2 i p i ' HardiePlank, Cemplank, Prevail Lap Siding I% Water -resistive J,•F barrier per Florida Building Code Section 1404.2 BE 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-0/8" 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. 0.1 SEE PRODUCT DJESC IPT_O-N JDDETAIL A HardiePlank®, Cemplank®, and 5W thick / 5 ply APA Prevail® Plank Lap Siding materialsarenonasbestosfiber -cement rates plymod products tested in accordance withsheathingfastenedASTMC1186GradeII , Type A anditometalstudsas described in Note 1 meeting the requirements of the Florida Building Code. merrbaW per Florida ILA bL I EhLS IL NS F Building Code Width Length Thickness Section 14042 5 9-1/2" 12' 5/161• iji 20ga, 3-5r8- X 1-5/8' DESIGN PR4;SUgE RATING S T F `` Metal C-stud HardiePlank, Installation Design Pressure Metal Studs -92 psfF• _ Prevail cS' '•••......•- G\ S NAI mplank, Lap SidingTIC Impact Resistant — iiiii g2.1-1/4'ta11X5M6' Planks installed over 5/8" thick / 5 ply thick starter strip APA rated plywood sheathing HARDIEPL,ANKCEMPLANKPREVAIL LAP SIDING 1NS:TALLATLONDE-I&IJ'S- A11 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.OA ENote 1] 5/8" 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.8-18, 0.315" head d-rameterx 1-1/4' long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1W wide laps at the top of the plank such that the exposure area of each plank is:5 8-1/4" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' 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 / 5 pry 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". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SIZE FSW NO 0WO YO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1/2" =1'-0' Date: 4/24/2013 IsHEET 7 OF 12 6.00in. t 6 00in. i 0.75in T 1 Amptsam No MiLagi Oak -Prod 58.25in. FF2A ( NOMINAL 20 GAUGE 3.5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATFJNG 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 NO.8-18, 0.315' HEAD DIAMETER X 1-1/4• LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 5 8-114' THE PLANKS ARE FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. Cladding Framing Sheathing OGAW, "ram UCT AEVM" a CooAll I cs OitALE;St 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) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Produds,.lna. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 FSCM NO D`^ G wo REV Fax 909.427-06M A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" =1'-0" Date: 424I2013 s>iFET $ OF 12 I WALL IEIGH i i D-E1611.,A r N. WALL LENGTH Stud Spacing at 16" O.C. n-__ A 1 A 3/8" Minimum Nails at 4" O.C. Distance offit fastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. SEE DETAIL A 2' X 4" S-P-F Wood Studs HardieSoffit, Cemsoffit S_E_CJJRN_B. typ•)P' WLCTREVL%W roc Resift code t+to 40 ! &I bn PgO ILC DESCRI PTION HardieSoffit® & CemsoffitS materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. SOFFCf DIMENSIONS. Width Length Thickness 4' 8' 1/4" p SIGN Pt ZF,SSURE2A_T1NG Installation Design Pressure Wood Studs -70 psf PRODUCT REVXVD eufcm4dyingt WreaeFuciids OCIVEMM NO By N ixdwjDwk r c a N0- 4 21 STATE OF N AL HARDIE S_O_E.CEM.S_O_EFITp N L_ICSTA_1LLAjO DETA(LIS Ali installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Bulding 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 Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16' O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 size Fscw W °AG NO Fax 909-427-0634 A PNL-PLK-SOFF Creator: IE Gonzales SCALE 1/r = 1'.o" Date: 4/24/2013 ISHEET 9 OF 12 4.00in.1 caewlymg ailb &a FWAS as comply;eg with dw Fb ids A ih, AA we ' Lea I .07 Doe " ' f7 t Card By t • c Prol ct Coa oi FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING ' THE SOFFIT IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing• W!W C No. 121 STATE OF FLO R14P•: . . S8/0NAL FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 1D901 Elm Avenue Fontana, CA 92337. Phone: 909-356.6300 SIZE F FSCM NO I VAr4 NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E Gonzales SCALE 1" = T-0" Date: 4r24/2013 s r 10 OF 12 WALL LENG Stud Spacing at 16" O.C. WALL 1EIGH 1 I i B:- - -- f--I . Nails at 6" O.C. (typ. 3/8" Minimum Edge Distance fastener, as bed in Note 1 HardieSoffit, Cemsoffit t 20ga, 3-5/8" 41-5/8" Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Flodda.Building Code. SEE DETAIL A P-10 U_CT DESCRIPT10N HardieSoffit® & Cemsoffit® 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. 20g3, 3-518" X 1-58" SO_F_F_I_T_Dj.M)ZTISIO IS Width Length Thickness etas C.stud 4' 8. '/." HardieSOft, DESIGN PRESSURE RATING Cemsoffd Installation Design Pressure Metal Studs J0 GA SEC119NJ-B_ MODUCTBEVtSED 9 withtLcklacids moo' fill Wt +ot cove 0. 1adwk0006Accept, r3- rl•, 21 1 Y 7A7E OF alr Ca»d.. deYodeetCo boi _F''•.ORIBP tii..t Pti"du1 S " •--..... •• 1 IA,Rp(ES_0_FFLTyCE,MSOFF_ITpgNELINST.A.L.LATION..DFfA1LS ~'-s/NAL EN rr, rtr` t All installation shall be done in conformance with this Notice of nufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal 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 20ga, Nominal 3-5/8" X 1-5te' Metal C-studs spaced a maximum of 19' O.C. Note 1] 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. Fax 909-427-083t_ A Creator. E.•Gonzascat HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 1R" = T-0" DWG NO REV PNL- PLKSOFF 1 Date: 4/2412013 1 SHEET 11 OF 12 . 6.00m. i•uum• Cladding Framing 6.00in. I w Marlyn wi*16e' fbw& pstODucr s HdldinsUo r; 7 AWq -- Aipfi"r C C FLOR\P' SSIo%p aw INGGAM I NOMINAL 20 GAUGE 3-5/8" X 1-5W' STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8' WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) 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 HARDIESOFFIT, CEMSOFFIT PANELCLADDING 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 o Fontana, CA 92337 STUDS Phone: 909.356-6300 SIZE FSCM NO DWG NO Rom' Fax 909-427-0634 A PNL-PI-SOFF 1 Creator. E. Gonzales SCALE V =1'-0" Date: 4124rz013 SHM 12 OF 12 Florida Building Code Online Page 1 of 2 u: Business & Professional Regulation OCIS Nome I Lop In I User Regktrabon ; Hot TOPICS I submit Surcharge Stets 8 facts ; Publications F8C Staff ; SCtS Site Map Links I Search rl0fid3 01", Product ApprovalUSER: Public User LNogYrr a Product Annroval Menu > ProduR or Aoohcamn Slareh > Aool,cation List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL12194-RS Revision 2014 Approved 0 Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813)249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 01 Validation Checklist - Hardcopy Received Certificate of Independence FL12194 PS Cot ALC1S001.2 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. floridabuil ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/14/2017 Date Validated 06/14/2017 Date Pending FBC Approval 06/19/2017 Date Approved 08/08/2017 Date Revised 09/06/2017 Summary of Products 1 FL tf Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVH2: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odfApprovedforuseoutsideHVH2: 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 94 T4 Soffits - FINAL.odf Created by Independent Third Party: Yes Back Neat Contact US :: 2601 Blau Stone Read. Tallahassee FL 32399 Phone. 11SO.4117.1824 The state of Florida Is an ANEW 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850 487 1395. -Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for offiiWl 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 dick here . Product Approval Accepts: LPTEM-1 __ M Credit Card Safe http://www. floridabuil ding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: Manufacturing: Quality Assurance: SCOPE ALUMINUM COILS, INC. 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Tampa, FL Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) PRI Construction Materials Technologies (QUA9110) Issued June 6, 2017 Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Enti 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. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC Soffits 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" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels 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. 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. 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 5ti"Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttttlt ii pR .. 1,P•••.IC E NSF. S''• No 74021 • r X Z 3 STATE OF :4 CERTIFICATION OF INDEPENDENCE 2017.06.06 15:48:16 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 l b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location 11 1 ALC15001.2 FL12194-R5 Page 1 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 throughdut 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. MCREEKTECHNICALSERVICES, LLC d. 16" 04 Soffit — 8-inch o.c. Fastener Location I I - Fastener Fastener Locationion 1 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J4 Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J4 Approve Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# I 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 psf) 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 3/44nch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 4812F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. Max. One (1) 14 ga. 5/8-inch tong T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 0.072-inch dia. x min. 1/4-inch 48 12F-3 16-inch Masonry spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/44nch crown One (1) min. #8 x 1/24nch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 46 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width ps() 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- t53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. 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 Max. 12-inch Wood inch leg staples in diamond paltem Wood 1-inch leg staple spaced max. 4-inch ocand securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 12- inch o.c. Max. One ( 1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16- inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/ 16-inch head dia. trim nail t25. 6 inch o.c. O.C. spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F4 Max. 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) 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 44nch 0.072-inch diameter finishing nail with min. 3/16- 343.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. Three (3) 18 ga.1Winch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch o.c. and sec each panel finishing nail with min. 3/16- 143.3 spaced 16-inch o.c. lapg inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/4-inch x 1/4-inch crown staples in diamond pattern Wood One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.6 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 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 A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch O.C.16-inch head spaced spaced 16-inch o.c. hasanknilchinchail x 0.072-inch diameter 12-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 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, 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 psf) 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. 801-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall noliy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg 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 Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga.'/.- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24.1-1 12-inch min. 2.25- staples to diamond batten or two (2) Wood leg staple spaced finishing nail with min. i60 ininch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/164nch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. %.- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. t53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panel 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16-inch o.c. 24-inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 44nch o.c. 24-inch o.c. ALC 15001.2 FL12194-R5 8of8 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 3/8* hand dia. nall with min. 14' eugagamant(for w k>] eubet,at") or 0.097• dla. T-nail or PLUb 11a11 with min. 5/9* ongagement(for concrete or block :vabntral.o), a(,nred n3 noted nbove. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 8 12F-3 F" CHANNEL Hood, Concrete or Block Hall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for 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 Lj nM ` SOFFIT STAPLE OPEN RAFTER 3/4" X 1/4- I ' DIAMOND PATTERNI DETAILtCROWNSTAPLESf1 USING A DIAMOND rosrSrui PATTERNFACIA BOARD i FASCIA CAP 12F- 2 3/ 4- X 1/4- CROWN FACIA BOARD a- 1-3/ 4- TRIM NAIL STAPLE ON CENTER PAINTED S.S. T—*F* 1-3/4" TRIM NAIL CHANNEL CAN BE PAINTED S.S. 48' —FASCIA CAP INSTALLED WITH THED.C. NAIUNG FLANGE UP OR3/4- X 1/4' DOWN CROWN STAPLE SOFFIT -max. 12'- inch span MOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DE AIL ALC15001. 2 FL12194- R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER aM' W ` SOFFIT STAPLE OIST DIAMOND JDETAILEr1 PATTERN FACIA BOARD 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4- X 1/4- CROWNFACIA STAPLE -8. ON CENTER 1edto1-3/4- BOARD TRIM NAIL jS.S. Pscrewedtosoffit with one(1) NB x PAINTED S.S. 48- FASCIA CAP 1/2" x 3/8" head O.C. diameter screw, 3/4- X 1/4- 16" o.cCROWN STAPLE SOFFIT —max. 12-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J' TRIM MAIL FASCIA BOARD PAINTED S.S. FASCIA CAP soFFlr 1'4' CROWN STAPLE OPER RAFTER FASCIA BOARD N 61 S/B' 1•10I 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER 10 SOFFIT & FASCIA OETAX F' CHANNEL SOFFIT] MAX. 16' SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/8" head dia. nail with min._ IN" engagament(for wood substrate) or min. 0.097" die. T-nail or stub nail with min. 5/8" ongagement(for concrete or.'block substrate). spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block W; jV3/8" STAPLE SOFFIT TO ASCIA BOARD #T50 X 3/8" STAPLE 16" O.C. FASCIA LIP 1/4" S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i, ' n , SOFFIT STAPLEOPENRAFTER 3/4- X 1/4- DIAMOND PATTERN j ( 1 D ETAI LCROWNSTAPLES USING A DIAMOND _311 Krvmj srAPUS i PATTERN FACIA BOARD ` iIf FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD 8. 1-3/4- TRIM NAIL STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. F- CHANNEL CAN BE PAINTED S.S. 48- INSTALLED WITH THE O.C. - FASCIA CAP NAILING FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFTT-max. 16-inch span WOOD SOFFIT SUSIRATE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 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 1 J' TRIM NAIL FASCIA BOARD PAINTED S.S. fASEIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARD. 1"4' CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOND DETAIL 16F-2 & PATTERN: REFER To SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA F' CHANNEL DETAR SOFFIT: MAX. Ir I SPAN WOOD--,-" SUBSTRATEATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 OPEN RAFTER Lj nKr.M` SOFFIT STAPLE o'sT DIAMOND PATTERN DETAILLlrFACIABOARD1KTWMI STAFM / 3/4- X 1/4- CROWN STAPLE -24- j/TE ON CENTER USING A DUWOND PATTERN FASCIA CAP L—CHANN0. 3/4- X 1/4- CROWN1FACIA 8. ON CENTER BOARD TRIM NAILPAINTEDp3/4- S.S. 48- FASCIA CAP O.C. 3/4X 1/4- CROWN STAPLE SOFFR— max. 16-inch spanS WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001. 2 FL12194-R5 Page B 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I- TRW NAIL FASCIA BOARDt- PAINTED S.S. rvi- CROWN FASCIA CAP STAPLES SOFRTUSINGADIAMOND PATTERN; REFER TO 1'4* CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F4 1-91' CROWN STAPLE -- FASCIA CAN REFER TO SOFFIT i FASCIA \ DETAR Nominal 1SYP 1I 38BadenAnchoredtoSOFFIT; MAX. 2P f-CHANNEL Rellesrith one 1d Ring Shenk Neil at WOOD SUBSTRATE every Better SOFFIT STAPLE DIAMOND PATTERN ALC15OO1.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-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 t i' TRIM NAIL FASCIA BOARD PAINTED S.S. I-r SMOOTH SHANK FASCIA CAP p00F NAILS SOff1T 1-4- CROWN STAPLE I I- TRIM NAIL -- AIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 I'vt- CROWN STAPLE FASCIA (AP: REFER 10 SOFFIT A FASCIA OEfA0. Nominal I'a2- SYP Batten Anchored to SOFFIT; MAX, 2V F-CHANNEL patters with one Id R" Shank Nall at every Railer WOOD SUBSTRATE ALC15001.2 FL12194-R5 Page 10 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 I J^ TRIM NAIL FASCIA BOARD PAINTED S.S. 146A i' i-NABS FASCIA CAP SOFFIT 1'4' CROWN STAPLE 1 I- TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24 F-6 I'-' CROWN STAPLE FASCIA UP: REFER TO SOFFIT & FASCIA OETAIL Nominal 1'12' SYP Batten Anchored to SOFFIT; MAX. 24' F-CNANNEL Rafters with one Td Ring Shank Nail at every Raller MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. 0 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIH NAIL FASCIA BOARD PAINTED S.S. 1'eSTAPLES ' CROWN FASCIA CAPS USING A DIAMOND SOFFIT PATTERN, REFER TO CANTILEVERED 1" - CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA It TROI NAIL PAINTED s.s. DETAIL 24J-1 1'sj' CROWN STAPLE. 24J-2 FASCIA CAP: REFER TO SOFFIT L FASCIA. DETAIL Nominal t" n 2' SYP Dallena 9- - ebbed behveer rafters and SOFFIT: MAX. 24' 1-CHANNEL secuted wllh one (1) )d ring shank nail straight-nalled In ugh the rafter Into the and WOOD SUBSTRATE or The batten or two (2) 7d ring sl snk na0s toe-naRed on either aide of the baftern at the ballenrrefter InTereetdbrt i SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 604 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. V,,,, 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 34 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 1 eii6ii!Wind PeFs ib9iel uilding i -r Zon&.,: ean, R6of,,. 7 B69i" Wihd:SWetdf riip Zq 17 Enclosed 4 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 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 1 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Enclosed 4 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 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 Positive Loads) 5 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 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 1 17.0 1 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 1 17.8 1 20.5 23.3 26.3 29.5 32.9 36.4 ALC 15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Deal "n'Wirid Rres§ures>for Soffits in;Ex' '-` Building" Zone' Roofc' HL tit ft Basic Wind=S' eed` m `h "s= Y; . r ;- r 30 . 0-,150= 160' Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 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 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 - 58.4 65.5 73.0 80.9 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 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 . 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 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 Loads) ( Positive L) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 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 D esig -Pr&sstJree.fo(,Skffits-in Expo64re-D'-'%"-`:, 7- Wihd Buildihg- TYR Mean B' `-Wind'Si5dei-dasjc rn-pfi).* 0 t2H60' 17 0 19 0, 12M Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 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 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 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 40 1 -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 Enclosed 4 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 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.450 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 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 40 18.8 1 22.1 25.6 1 29.4 1 33.4 37.8 42.3 47.2 52.2 50 1 19.61 23.0 1 26.7 1 30.6 1 34.8 1 39.3 44.1 49.1 54.4 60 1 20.2 1 23.7 1 27.5 1 31.6 1 35.9 1 40.5 45.4 50.6 56.1 ALC 15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided fbr State of Florida product approval under Rule 61G20-3. The manufacturer shall notity 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 Re" -L 3/8" J-Channel 3/4" r 1/B" HEM T -T 3/4" 3/8' ISOMETRIE VIEW 3/8- PROFILE ISOMEtRIE VIEW S' 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 3/4" 7/81, 1/8" HEM 6"FASCIA i" BLANK 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. MCREEKTECHNICALSERVICES, LLC 16" 04 Soffit e2yr,P 0.12r NP 18' BLANK' 3. / 8 PROFILE ZAMIRV 0000a 00 ooaoo 000 0000 oaao ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES: LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/8" 7/6" 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 2.tT5'IiEF 07Y'TY 02STYP 0 t2r TYP 00000 ao 00000 000 00000 a000 END OF REPORT ALC15001.2 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. Florida Building Code Online Page 1 of 3 If Profess a SCI5 Mome lap In I User Registration Hot Topics I Submit Surcharge I scats a Facts i Publications FSC stag sus site Map I units I search I dblida I'Di Product Approval USER: Public User Product Approval Menu > Product or Aool¢atlon Search > Application List > Application Detail FL A 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 0 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708)496-2800 Ext200 rmetz001 @tampabay.rr.com Robert Metz rmetz001 @tampabay. rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetz001 @tampabay.rr.com Don Shaw IKO Industries LTD 120 May Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden G Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 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 i 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 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - S 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter 1S .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions IKO-133-02-01 InstallationFL7006R9IILetter - Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass shingles Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 7006.3 Leading Edge Plus Asphalt Shingle Starter Strip Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A. Other: 7006.4 Marathon 25 AR, CRC Superglass M25AR This Is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-1S- 2015 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hio and Ridge Cgo Shingle Installation 1 nstructions. odf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: One piece fiberglass asphalt shingle used as a starter strip at the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odt FL7006 R9 II Roofing- Prod ucts-Leading-Edoe-Plus- Aoolication- EN( 1).Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 3 tab fiberglass asphalt shingle manufactured at IKO's Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVH2: Yes Approved for use outside HVH2: 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 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 1S.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter 15 .odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Patty: No Evaluation Reports Created by Independent Third Party: Beck Net! Contact lls :: 2601 Stair Stone Read, Tallahassee Fl. 32399 Phone: BSO-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-mall address released in response to a publk-records request, do not send electronic mall to this an.,. Instead, contact the office by phone or by traditional mall. 11 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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a Personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick IIM. Product Approval Accepts: 0®W=M_® Ciedit Caro Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04 reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidgel2_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: Brad Grzybo ski Duc T. u en Managing rector Florida RbVs eroEngineer P.E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133- 02-01 PR Constnidion Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621.5840 e-mail. materiatstesting@pdantoom WebSite: httpJMvww.prianLoom 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 (600) 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 t-11T t•1rT lamLi— i SEAUNG STRIP • — 61/S 17 I I 6iAr j t: NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Consndon Materials Techrologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel' 813.621.SM Fax: 813-621.5640 email: materialstesling@pricmLoom WebSite. htlp:/Mvw.pricmt oom 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 (600) 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". 61 NAIL LINE NAILING - STEEP SLOPES APPLICATION Use sa nails as shown. ror{iC•' mi Yei r r CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Matenals Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel- 813-621-5777 Fax 813-621.5840 e-mail. matedalstesting@pncmt.com WebSde: http./Iwww.pdcmt 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 51/8" (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. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. 1. TAPER CIR PR Construction Matenals Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel, 813-621.5777 Fax. 813-621.5840 e-mail. matenalstesbng@pncmt.com Web.Site: http://www.phcm4com 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 131 /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. PM Construction Materials Technologies, LLC. 6412 Badger Dave Tampa, FL 33610 Tel. 813-621.5777 Fax• 813-621.5840 e-mail: matedalstes6ng@pdrxnt com WebSde: http•//www pncmt.00m Florida Building Code Online Page 1 of 2 fa L1" f SCIS Marne I Log In I User Registration I Hot TOPICS I submit surcharge I stars & Facts I Publications I FBC Staff i BCIS Site Map I Links I Search rlonda rW-0- s Product Approval USER: Public User Product Approval Menu > Product or Aoobcatlon Search > Application List > Application Oetall FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived FI Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoof'ing.net Authorized Signature Steven Crew Steven@WarriorRoof'cng.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@ W arriorRoofing. net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. 0 Validation Checklist - Hardcopy Received Certificate of Independence 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 I'I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity OYes ONo ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/201S 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 HVH2: Yes FL2346 RS II Installationlnstructions.odf Approved for use outside HVH2: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 1SA Test Reoort.odf Other: Primary roof covering should be installed FL2346 RS TR 30A Test Reoort.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 HVH2: No FL2346 RS II Installationinstructions.Ddf Approved for use outside HVH2: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.odf Other: Primary roof covering should be installed FL2346 RS TR 30w Test Reoort.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back -- Contact Us : • 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487-1824 The State of Florida is an AA(EEO employer. Coovnoht 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S must provide the.Department with an email address 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 nude available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: am W-a Credo Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 UZ WARRIOR, ROOFING MANUFACTURING P.O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (2D5) 553.1734 • FAX (205) 5534755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 a 323 DEVELOPMENT AVENUE • CHAMSERSBURG, 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 tounsure=proRex_water shedding. 4 V' 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. L rpoolonoo4 podgy/ CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: J to ,` . GP n _5 tJaJ / Ulm /J , a Historic District: Yes No (I Parcel ID: Residenti4l.2--tommercial Type of Work: New-R Addition Alteration Repair Demo Change of Use Move Description of Work: r) ac-I-rl C aI Ld l3 ( Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name Phone: 8/ 3 -%0-3 4U3 CA a3 Street: f D3 it 5 ipDrr fed Fax: City, State ZipState License No.: ffd^,3005g0S ArchitectlEngineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Add resi: 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 regulati ng 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 41 ' NOTICE: In addition to the requirements of this'permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional -permits required from other governmental entities such as water _ management districts, state agencies, or federal agencies. - qu irements of Florida Lien Law, FS 713. PAcce tance of permit is verification that i will notify the owner of the property of the re of the The City of Sanford requires payment of a pladnwlltbe considered the estimatedwfee . at the time of const uermitctiovalueofthejobt executed e contract me of submittal ed, ininordertocalculateaplanreviewchargean The actual construction value will be figureded baseded n the current [CC off the executed lcontracteexceed the nac al construction mit is uvalue, accordance with local ordinance. Shouldcreditwillbeappliedtoyourpermitfeeswhen the permit'is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information uction an accurate be done in compliance with all and that all work will applicable lams regulating construction Signature of Owner/Agent - Date Print Owner/Agent's Name Signature of Notary -State of Florida Date , Owner/Agent is personally' Knows to Me or - Produced ID . Type of ID Print Contractor/Agent's Name I lraau, DlabA %l ill s Signature , ttl , ate kft9tary- Sae3ufRAdK: 0 Clair v : 6or6misslon # GG151701 Expires'. October 15, 2021 F fl•1. 1 Isonutu tutu r4uu I Contractor/ Agent is Pe sonally Known to-Ivi' Produced ID Type BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing0 Gas[]Roof Flood Zone: Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: - of Stories: New Construction: Electric - # of Amps - - Plumbiitg - # of Fixtures Fire Sprinkler Permit: Yes[]No [} # of Heads Fire Alarm Permit:' Yes - No [I APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30, 2015 UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION D PERMIT APPLICATION 9 Application No: . 0 231 w Documented Construction Value: $ Job Address: Historic District: Yes No K') Parcel ID: ResidentiwCommercial Type of Work: New/M Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Cleric Phone: 407-323-7515 Fax: 407-323-8954 Email: info@a i-orlando.com Property Owner Information iI C)G( rxy--e. Name Phone: Street: Resident of property?: 00 City, State Zip: 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 Archltect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARDING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 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 NOTICE: dth Ia addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befotminepublicrecordsofthiscounty, and there may be additional permits required 6om other governmental eraities such as water managementdistricts, 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 inordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. ThewMaloormructioovaluewillbefiguredbasedonthecurrentICCVahotionTableineffectatthetimethepermitisissued, in accordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, creditwillbeappliedtoyourpermitfeeswhenthepermitisissued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will bedoneIncompliancewithallapplicablelawsregulatingconstructionandzoning. SiVUft eofOarDWASM Dft Print & i Av e. Name Sio ntme of Noosr"We ornatiAa Daft Owner/ Agent is Personally Known to Me or Produced ID Type of ID 2/ 13/18 Est & M ofCoatracemlASrnt Dab A. Thomas Smith Not Canat+c ar/ASeets Nsme 18 s re ,Deer stets o D,e, 0A f NOTARY PUBLIC STATE OF FLORIDA CGMRW t301 38889 11° Expires M1M1 ContracbodAgent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing0 Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stones: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm permit: yes No APPROVALS: ZONING: LrrUJ TES: WASTE WATER ENGINEERING: FIRE: BUILDING: C011MENTS: Revised: Lme 30. 2015 PesmitAp*& don CITY OF SANFORD BUILDING 8t FIRE PREVENTION PERMIT APPLICATION 7 "I 6 Application No: I- 3 g Documented Construction Value: S 5138 Job Address: 2622 Green Swallow Way Historic District: Yes No Parcel ID: Lot 237 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.0 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 FL 32792 ___ State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF 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: S"Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued., OWNER'S AFFIDAVIT: I certify that all of the fore oing information is accurate and that all work will . be done in compliance with all applicable laws regulati g Sdnstructipn and zoning. Signature of Owner/Agent Date Si tnturc of Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID I - 3/12/2018 Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEBSTER Notary Public . State of Florida Commission N FF 979034 My Comm. Expires Apr 4, 2020 Contractor/A et t 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 Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: ENGINEERING: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Pemtit Application 1'1--Lq-? SCE ZZ. e,¢,L.r DESCRIPTION AS FURNISHED: Lot 237, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County. Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward do Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 230 LOT 228 N 89.43'03" E LOT 231 62.00' I ---- 9 Jam• M1y. 24.80' LOT 237 24.80' 1r 8.50' 1 .3 14.7 8.50' M1 17.0 l 04 i. FORMBDARO FOUNDATION w Tor TOP OF FORM Z` p FORM AVERAGE-24.74' to O LOT 236 LOT 238 b O O 0) cn M1i. • M1E1 M1i 8.30' 13.3' of N 7.0' i I. 1 n M 8.50' 1 1 25.20' 25.20' P.C. OF ?? 10 UTIL ESMT. M1 LOT 238 52.50' B.B) N 89'43'03" E 62.00' SETBACKS AS FURNISHED CREEN S XALL O W ArA Y FRONT - 25'(•) REAR : 20' (50- PRTVAIE R/II) SIDE 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' & 75' LOT) 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 7,130 t SQUARE FEET PROPOSED a FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT a TOTAL 3 SQUARE FEFT FLATWORK PER DRAINAGE PLANS DRIVE 400/ I10- 510 t SQUARE FEET FOUNDATION/PAD Z484 t SQUARE FEET PROPOSED DRAINAGE FLOW j WALKS 6B/248= 316t SQUARE FEET REAR PATIO 164 t SQUARE FEET LOT GRADING TYPE A FRONT PORCH DECK 64 t SQUARE FEET S00 J.866/ 283 4,228 t SQUARE FEET POOL DECK N/A t SQUARE FEET PROPOSED F.F PER PLANS a 24.7' .NOTE; FRONT SIp— AN0 SBRET LOCATION TAKEN FROM PLANS FRONDED Or CLIENT • NOT FIELD VERAKD CRUSEMVEIYEIR-SCOTT & ASSOC., INC. - LAND SURVEYORS C1P - Lamm . 54W E. COLONLAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P . PLAT PAL • POW La LA[ MMU. Ir pp,2 PMAL. . Cr RVQQ ONATUIL I. tl[ f/mOKiMD 006 ImRR f14TT' IIMr 11Q 9NKr YQTS 1w S1AIA11bi Or /RTCw SIT /ORM ar M[ /IGIb. 110 a ma ar mvq A CA-1w Py L OaIE1P0 AND YIIMDO N OIfV1D1 a.-n ILOIm1 AOIAaS1RA1Ae cane 11At9ANR m 2LL9W .n02T. IlOAY. n nc C. . maaa .04NE 1 ua .Peeler 2. uaas ISMS= am su wvwls mane" AM 010 POL aam MAL on satin w al COP= AE Nor wu,A. m u.. M u .nu .»L Na . w.+wa 1 n6 SlAllaT w I110MA[D INON aLr PPON1a1lON TlPealO w nt aAnETaN. nM wr E Oita Ap11R71016 VA . v111m T®f1 r AA. . Tm in o iRu.mu FAA • eaau na aR YAmoI1f nW NiRI n0 MWRn. PAL. reel OI mPOmOn FAA . rmY1a,T a2OAOA2 ,AMeaTI l AO 11 ha a P YA0101D1R IAOe E 8 10dfm IA'= "WIM t 9ND s WnO10[ Il. . IYQ90 Ilm1 6LN Tml a 116 s1A11[r 6 PR[IaATD TOR INC SLtE EFIl71I or MOft mmm ro AND m1s1AA Nar E AF]AD MOTI n ANr OR01 parr. t : wa A mu ... - 2uaeew ssn.oc LO[ a DMON 16 90M /OR pC 1OWW d SWROWDAM Im1M ZKOUO NOT E 16m 10 Ae00 6fl"" eOlPaur ura P/ V . N ad-cr— Y . IDCWmu 1 7. E.11"LS ARE &4WD ACRA 00AW AND ON 11E WE MOM A2 MA EAEA' IW o f i . EnDen E a L1alAIaMT. F SOW AE NSm aN MnWAL OWKnC S 7ffrK OATW a 1PL. LNU= Qn4X ig NOM urP. • WILM P. OOnIRAIT OF AYMOVAMN TIP 4Ma SL 0-M • Clap Loa li] C/ o. m 0"Irt[\OLt SC1{L 1' 20. DRAM/ BY. PL • PmR or aA..A1u[ &VE OKOEIT Nw PA. • Pa. CERTFIED BI:• — —. OEM OL=ffinft PLOT PLAN It-2Y-2017 5254-17 ran. FORM90AM FOUNWTgM/ELfI-i 02-20-111KLI 054-16 u ou "raa rNORM TINS 6ut0aO\PROPan DOES NOT UE NTMM . ME ESTABUSNLD 100 TEAR nOOO PLANE AS PER WJA* 4f 1 4)Is ZONE x "AP / 1211700000 F (00-20-07) CURB MUNIVERSAL UES Pre No" o: 0110.1 00817.0000 WorkENGINEERINGSCIENCESReportDate. 2/19/2018 Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 - F: 407.423.3106 Client: In -Place Density Test Report 5200 Vineland Road, Suite 200 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing Area Tested: Lot-237 Material: Native Reference Datum: 0 = Bottom of Foundation Footing UES Technician: Jose Rosario Vega Date Tested: 02/19/2018 Tyne of Test; Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density per ptimum Moisture Field Dry Density per Field Moisture 1%1 Soil Compaction 1%1 Native Depth inch) Pass or Fail 1 South.Side of Footing 0-1 ft 106.8 10.6 101.8 6.5 95 N/A Pas: 2 North.Side of Footing 1-2 ft 106.8 10.6 104.0 6.7 97 N/A Pas: 3 East.Side of Footing 1-2 ft 106.8 10.6 104.6 7.0 98 N/A Pas: 4 South. Side of Pad ( Top of Fill) 1-2 ft 106.8 10.6 105.7 7.7 99 N/A Pas: 5 1 North. Side of Pad ( Top of Fill) 2-3 ft 1 106.8 10.6 1 106.3 1 8.0 1 100 1 N/A Pas: Remarks: 2622 Green Swallow Wy Tn e 1./nAlinh .i .n..I..al nm/nnlinn In I /nn.n...nl e wlienl. N.n O..hl:n and n..e.nhina. oll .nnn i. n.n a.,,Am:Nnd tee. nnnRdnn/iol n.nnnd.i n! n..r wlinnln and ..N n.:..i/inn Envelope leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: ( ? - 3 (r Ll7 Job Information Builder: r-dL $ ii a t Community: Lot: 2 3% Address: ZG Z 2 a. -ire^ so#q HOW Unit: City: s ro -j State: F/ I zip: 32?7 3 Air Leakage Test ReSU Its Passing results must meet either the Performance, Prescriptive, or ERI Method PRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. OPERFORMANCE or ERI METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405-2017-Energy Colc (Performance) or R406-20 f 7 (ERI): = IT? X 60 - 1 55 - q = y 2 5 Method for calculating gilding volume CFM(50) Building Volume ACH(50) O Retrieved from architectural plans PASS (Mechanical Ventilation is not required) 411 Code software calculated PASS (with Mechanical Ventilation) O Field measured and calculated FAIL R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSVRESNETACC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either Individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the parry 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, back draft 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. S.Heating and cooling systems, if installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: Phone: TSS— VXT fT/S— I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: o • { S i« c License/Certification #: Sf Q y Issuing Authority: Copy of License / Certificate of the tester must be attached) L O 401 4) CL v LS H W z W Certificate of Achievement THIS ACKNOWLEDGES THAT Michael Estrera HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED RATING FIELD INSPECTOR R F I # 51684V Certification Date: October 20, 2017 Certification Expires: October 20, 2020 2 - Tim Smith, RESNET Quality Assurance Designee 15 ears RESNET QA Provider # (1998-199) Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: 3 4r q % Job Information Builder: k j a Community: Lot: Z 3 -7 Address: 2Ce Z Z 'CGi 1 5•.l o a. Unit: City: 'jq .or. State: (, Zip: 3-2 -7.7 3 Duct Leakage Test Results System 1 3Z cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems cfm25 Prescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? YES (00,4) ZNO ( ) OPerformance / ERI Method cfm25 (out or Total) To qualify using this method, Qn must not be greater than the 3Z 2 G = Q.C> I Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Total of all Total Conditioned systems Square Footage Leakage Type selected on Form Qn specified on Form R405-2017 R405-2017 (Energy Calc) or R406-2017 (Energy Calc) or R406-2017 aPASS Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i), Florida Statutes. Testing Company Company Name: 16W!j k4- ,fat-'S Phone: 7453 — (4 ST - IS i W, I hereby verify that the above dud leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: i--'- Date of Test: & Printed Name of Tester: GIiG `/>s`r tint License/Certification #: si Lp'y A-.*** Issuing Authority: Coov of License / Certificate of the tester must be attached)