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3953 Saltmarsh Lp 17-3139; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 BUILDING APPLICATION #: 17-10000730 BUILDING PERMIT NUMBER: 17-10000730 DATE: October 06, 2017 UNIT ADDRESS: SALTMARSH LP 3953 17-20-31-502-0000-1790 TRAFFIC 20NE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3953 SALTMARSH LP / LOT 179 SFR WYNDHAM PRESERVE FEE BENEFIT RATE UNIT TYPE DIST SCHEDRATEUNITSTYPE CALC UNIT TOTAL DUE ROADS -ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing N/A 705.00 1.000 dwl unit 705.00 Single Family FIRE Housiing 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single FamilySCHOOLS Housing 54.00 1.000 dwl unit 54.00 Family PARKS CO -WIDE ORD Housing N/A 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT /) fG RECEIVED BY: Qom/ GG S GNATURE: 4L z PLEASE PRINT NAME) DATE: )2 A 4 1 / NOTE TO RECEIVING SIGNATORY&PLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 1 2-FINANCE 4-LAND MANAGEMENT NOTE** SEMINOLEACOUNTYIROAD, FIRE/ ED THAT RESCUEISA LIBTEMENT OF RARY AND/OREES EDUCATINALR THE ISSUANCE OF A BUILDING PERRMMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATEOFOCCUPANCYOROCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROMTHEPLANIMPLEMENTATIONOFFICE: 1101 EAST FIRS4T STREET, SANFORDFL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. GMT NALOYP SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER SK 9040 Ps 848 (1Pgs ) CLERK'S A 2017126033 RECORDED 12/14/21017 08:03:54 All RECORDING FEES $10. 0 RECORDED BY hdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. 17-3139 Parcel ID Number 17-20-31-502-0000-1790 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) 1` Lot 179 Wyndham Preserve Plat Book 81 / Pages 93-102 3953 Saltmarsh Loop, Sanford FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOO: 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 MOM 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 Llenor'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. Signature of Owner or Lessee, or Ownees or Lessee's Authorized OMcer/Olreelor/Partner/Maneger) Vishaal Gupta, Executive Vice President Print Name and Provide Signatory's Tlde/OfOce) State of JjQ4 t (,) A County of 0 4 /_1 The foregoing Instruq%nt was acknowledged befSMme this ( day of C = 2 20 / 7 by person making statement who has produced Identification type of Identification produced: ARUNA GALA GOEL MYCOMMISSION #FF154106 EXPIRES Oeoambor 14, 2018 A011 31lO183 PIarl9aNeta Aenlee,00m CERTIFIFD COPY CIANT MALOY CLERIC 0' 1l' ~'1 Sc 7LCg'DA BY Date—______ Who Is personally known to meta,OR- * i a e CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / -3 / 3 Documented Construction Value: $ o Job Address: 3953 Saltmarsh Loop, Sanford 32771 Historic District: Yes No Parcel ID: 17-20-31-502-0000-1790 ( Wyndham Preserve lot 162) 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 Phone:407-529-3135 Fax: ame Title: Permitting Manager Email: mparkison0parksq-uarehomes.com Property Owner Information Park Square Enterprises LLC Phone: Street. 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 407-529-3000 Resident of property? : 1b, " 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, Debary 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date:.5'" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 7 w ,.,Z Signature"fO.,/AX-gent Date Signature of Contractor/A en Date Vishaal Gupta_--.,Vishaal Gupta Print Owner/ n ' ame Print Contractor/A s Name Si at re of Notary- to of Florida Date Signat re of Notary -State of Florida Date r' %+'• MICHELLE PARKISON """"+ MICHELL:PARKISONMYCOMMISSIONqFF063452 c MY COMMISl. S63452EXPIRCS: Ac OW 30,2011EXPIRES: O0onduduNutht . public Undonvrllora En t• 2 17 8ondod Thru Noloon 01 Owner Agent Is Personaly e or nown to Me or Produced ID Type of ID Produced ID Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Buildin& Electrical EZ Mechanical g Plumbing Gas[] Roof Construction Type: \16 Occupancy Use: R3 Flood Zone: X _ 5 ET 4TT4WEp_ Total Sq Ft of Bldg: 30g1-4 Min. Occupancy Load: IL9 # of Stories: Z New Construction: Electric - # of Amps 46& Z&O Plumbing - # of Fixtures (q Fire Sprinkler Permit: Yes No 56 # of Heads APPROVALS: ZONING: ( I UTILITIES: COMMENTS: ENGINEERING: 0-- -,G tO-30-" FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 53. 1 "to 'Me- Z3q2 Bar celorm,AN, 69 Fire Alarm Permit: Yes No N WASTE WATER: BUILDING: 1.3:7r IR Sa t7 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # -I - A.%3q Address: 02,,Q53 C-4.2 -r-AkAPgA Ln 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 R.L)09,BING 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 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / Documented Construction Value: S 150,000.00 Job Address: 3953 Saltmarsh Loop, Sanford 32771 . Historic District: Yes No Parcel ID: 17-20-31-502-0000-1790 ( Wyndham Preserve lot 162) 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: Email: mparkison a0parksquarehomes.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, 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 RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE .RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 06JU" /7Z /6 /7 SignatuAfner/Agent Date Signature of Contractor/A en Date Vishaal Gupta Vishaal Gupta Print Owner/ ame Print Contractor/A s Name 7. 0/o Si a re of No ate of Florida Date Signa a of Notary -State of Florida Date MICHELLE PARKISON ; io;!' t^'+ MICHELLE PARKISON MY COMMISSION N FF 0o.63452 .- MY COMMISSION as FF 063452EXPIRES; AClnber 30, 2017 ;a = EXPIRES: Oclob4 ,61t' nnn Jutl u Nalory public Undotwrltore •% : d- 8onaod Thru Nola P nr 30' 17 Owner/Agent is erWha y e or n ndarwAl nown to Me or Produced 1D Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: 124 I' WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application r 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: 3953 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1790 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: E 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) OR'RICaIAL USE ON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 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: 8P# 17-3139 Reviewed by: Michael Cash, CFM Date: October 30, 2017 1 1- 1 Application for Paved Driveway, Sidewalk or 0 W 6,4n%" Walkway Including Right -of -Way Use & 1110877- Landscaping in Right -of -Way wwwAantordfl.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 J i 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 arro..bal,,Aelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callberereroaalg 1. Project Location/Address: 9S-3 -5 1Ny-sA !", 2. Proposed Activity: a 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 submitte 6) d by - Property t3rurlec4Signature: Print Name: Vishaal Gupta Address: 5200 Vineland Rd S Ite 00 ando, FL 32811 06- Phone: (407) 529-3135 Fax: Email: mparkison(Mpaficsquarehomee.com Date: 10195,112 Maintenance ResponsibilitieslIndemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand th above statement and by signing this application I agree to its terms. Signature: Ail LA Date: /0 C117 ThisWrmijohall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: Date: to-30-2c1? November 2015 ROW Use Driveway pol LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: 9r3 5;V7"—Iua-#A Street Address) Expiration Date for This Limited Power of Attorney: 12/31/17 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me thisArday of 20V L, by Vishaal Gupta who is ¢(personally known to me or o who has produced as identification and who did (did not) take an o h. Z-4 I" Signat Ire Notary Seal) m;c)"- . t SO*J Print or type name MICHELLEPARKISON Notary Public - State of t MY EXPIRES- OctobION #er f00017 Commission No. FF (j(D3(469Lr;' EXPIRES: October 30, 20t7 / 7l"'40"e' Oondod Thru Notnry Publlo Undorwdlors My Commission Expires: /o •3o . QD Rev. 08.12) 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 GRANT tIALOY, SEMINOLE COUNTY CLERK. OF CIRCUIT COUkT & COMPTROLLER SK, 8965 Fgs 144-147 (09s) CLERK'S 4 2017078301 RECORDED 03/03/2017 0941j:53 AM DEED DOC TAX 425r116.00 RECORDING FEES S35.`30 FTCORDED BY hdevore 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.seniinoleclerk.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 Sale.eS G (n - Qa Pe - Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: Ro rt 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 Investmenu LI C, a Florida limited liability company, on behalf of said entity. He is personally known to me or ha&-pccduced aaw otaansaertz mycOMMMMIMMM p IRE M 15.a 1 Badi011w tber P Wb tMidr b Notary Public, State ofMERE- Seal) Book8965/Page145 CFN#2017078301 Page 2 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Descriation 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.org/BrowserView/ 8/24/2017 4 Page 1 of 1 Exhibit "B" Permitted Exceptions l . 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/Page147 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.senlinoleclerk.org/BrowserView/ 8/24/2017 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 179 Barcelona A RHG Bed4 - S Builder Name: One Stop Cooling and Heating Iv1LDf/va Street: 3953 Saltmarsh Loop Permit Office: City Of Sanford City, State, Zip: Sanford , FL , !?;t 7 i / Permit Number: 1 7 - 3 1 3 9 SANFORD Owner: Park Square Homes Jurisdiction: 15 0 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) OFpAR 1. New construction or existing New (From Plans) 9. Wall Types (2920.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1530.00 ft2 b. Concrete Block - Int Insul, Exterior R-4.1 1185.30 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R-11.0 205.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1488.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R-30.0 1488.00 ft2 6. Conditioned floor area above grade (ft2) 2413 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A 11. Ducts R= ff2 R ft2 7. Windows(313.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 a. U-Factor: Dbl, U=0.55 195.00 02 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems k8tu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 54.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.384 ft. Area Weighted Average SHGC: 0.231 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2413.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1186.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 925.00 ft2 None c. other (see details) R= 302.00 ft2 15. Credits Pstat Glass/Floor Area: 0.130 Total Proposed Modified Loads: 71.21 PASSTotalBaselineLoads: 74.11 1 hereby certify that the plans and specifications covered by Review of the plans and 14E Sr,4.,, this calculation are in compliance with the Florida Energy specifications covered by this L O_0 9 Code. Digitally signed by Michael Michael Conway'ca^Way calculation indicates compliance the Florida Energy Code. Gate-. 2017.10.17 14:385OtY9 -04' PREPARED BY: with Before construction is completed DATE: this building will be inspected for a compliance with Section 553.908 I hereby certify that this bui ng, as esigned, is in compliance Florida Statutes. with the Florida Energy de. OD N't4 OWNER/ AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requli s certification air handler unit manufacturer that the air handler enclosure qualifies as certified factory-seled_i!]cs anc with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 10/ 17/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 179 Barcelona A RHG Be Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2413 Lot # 179 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: WYNDHAM PRESERV of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 45 Street: 3953 Saltmarsh Loop Permit Office: City Of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE J IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2413 22072.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1186 11029.8 Yes 1 1 1 Yes Yes Yes 2 2nd Floor 1227 11043 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor .... ---- 135 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ..-- ---- 167 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 127 ft 0 1186 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor .--- ---- 925 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1664 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 1488 ft2 N N 10/17/2017 2:08 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM F140Fw2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1488 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below it M1 TA Wall Typo Space 1 NE=>E Exterior Frame - Wood 2nd Floor 11 55 0 9 0 495.0 ft2 0 0.25 0.8 0 2 NE=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 3 SE=>S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 4 SE=>S Exterior Concrete Block - Int Insul 1 st Floor 4.1 8 0 9 4 74.7 ft2 0 0 0.8 0 5 SW->W Exterior Frame - Wood 2nd Floor 11 55 0 9 0 495.0 ft2 0 0.25 0.8 0 6 SW=>W Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 7 NW=>N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 8 NW=>N Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0 9 N Garage Frame - Wood 1 st Floor 11 22 0 9 4 205.3 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SE=>S Insulated 1st Floor None 4 3 8 24 ft2 2 -=>N Wood 1st Floor None 46 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 45 degrees). J Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 ne->E 1 Metal Low-E Double Yes 0.55 0.22 45.0 f12 1 ft 0 in 1 ft2 in Drapes/blinds None 2 ne->E 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 3 ne=>E 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 11 1110 in Drapes/blinds None 4 se=>S 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft2 in Drapes/blinds None 5 se=> S 3 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 6 se=> S 3 Metal Low-E Double Yes 0.54 0.25 12.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 7 sw=> W 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft2 in Drapes/blinds None 8 sw=>W 5 Metal Low-E Double Yes 0.54 0.25 30.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 9 sw=>W 6 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 It 0 in 11 h 0 in Drapes/blinds None 10 sw=>W 6 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 8 ft 0 in 1 ft 4 in Drapes/blinds None 11 nw=>N 7 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 12 nw=>N 8 Metal Low-E Double Yes 0.55 0.22 30.0 1`12 1 h 0 in 1 ft 4 in Drapes/blinds None 13 NW=>N 8 Metal Low-E Double Yes 0.58 0.25 64.0 ft2 7 It 4 in 1 ft 4 in None None 10/17/2017 2:08 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 384 ft2 64 ft 9.3 ft 1 INFILTRATION Scope Method St A CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2575.2 141.37 265.87 .3657 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 45.5 kStu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 47 kBtu/hr 1410 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 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS v # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 482.6 It Attic 120.65 Prop. Leak Free 2nd Floor --- cfm 72.4 cfm 0.03 0.50 1 1 10/17/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj ]] Jan He [XJ Jan jj jj Feb X Feb jj Mar XJ Mar j j Apr j j APr j j j May j May 4X Jun Jun X Jul4jJul Au j AuSep Se Oct Oct NovWNov Dec Dec Ventin [ J Jan j Feb X] Mar XJ 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 10/17/2017 2:08 PM EnergyGaugeS USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 3953 Saltmarsh Loop Permit Number: Sanford, FL , MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity 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. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/17/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41 •C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping Insulation. O 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. O 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 'h inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 1400F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and coating 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. 10/17/2017 2:08 PM EnergyGaugeO USA - FlaRes2014 - Section 8405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 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. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. O R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, Inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI 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 sufficent space, R-10 is allowed. 10/17/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.55 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: 3953 Saltmarsh Loop, Sanford, FL, y 7 / New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R-11.0 1530.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft2 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R-30.0 1488.00 ft2 2413 b. N/A R. ft2 c. N/A R. ft2 Area 11. Ducts R ft2 195.00 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 64.00 f12 12. Cooling systems kBtu/hr Efficiency 54.00 ft2 a. Central Unit 47.0 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= ft2 13. Heating systems a. Electric Heat Pump 2.384 ft. 0.231 Area 14. Hot water systems 1186.00 ft2 a. Electric 925.00 ft2 302.00 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 inspection. Otherwise, a new EPL Display Card will be completed based on installed Code cbmpl nt features. Builder Signature: / Date: l o / Address of New H y/FL Zip kBtu/hr Efficiency 45.5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat o- T14E S A cc M1 Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/17/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft• Project Summary Entire House One Stop Cooling and Heating 7225 Sardsoove Coul. W irter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg com Lioerse: CA0032444 For: Park Square Homes 3953 Sallmarsh Loop, Sanford, FL Notes: Job: Lot 179 Barcelona A RHG ... Date: 10/17/2017 By- LF/MC 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 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 22726 Btuh Structure 22720 Btuh Ducts 3526 Btuh Ducts 11200 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 26252 Btuh Use manufacturers data n Rate/swin multiplier 0.97 Infiltration Equipmenq sensible load 330M Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 3644 Btuh Ducts 2440 Btu Central vent (0 cfm) Btuh Heating Cooling none) Area (ft2) 2502 2502 Equipment latent load 6092 Btuh Volume (ft3) 22876 22876 Air changesfiour Equiv. AVF 0.41 0.21 Equipment Total Load (Sen+Lat) Req. 0.75 SHR 39130 3.7 Btuh cfm) 156 80 total capacity at ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR60481-11 Cond 4TWR6048H1 AHRI ref 7563627' Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating Input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 470F Latent cooling 11750 Btuh Temperature rise 0 OF Total cooling 47000 Btuh Actual air flow 0 cfm Actual air flow 1567 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.046 ctm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space Load sensible heat ratio 0.85thermostat Capacity balance point = 28 OF Bdd*aoc vetoes have been manuaffy ovenldfen Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 43wrightsoft' Right-Sute®Llriversal2017 17.026 RSLI25029 2017-00-171 Page 1 C$'1 .. G Be64 - Mot 179 Barcelore A RHG 8ed4 - S ap Calc a MI6 From Door Laces: S wrightsoft Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cove. Wirier Park FL 32792 Ptore: (407) 629. 6920 Fax: (407) 629. 9307 Web: wwwOreStopCoolirg com Licerse: CA0032444 Job: Lot 179 Barcelona ARHG Bed... Date: 10117/2017 By. LF/MC 1 Room name Entire House FOY 2 F osed well 297.0 ft 17.0 4 3 Room heigM 9.1 Q d 93 8 heatbool 4 Room dmensons ID x 160.8 fl 5 Room area 2502.3 fF 160.8 IF Ty Cora ucdon U-value Or HTM Area (W) Load Area (fM Load number BtuhW--r) Ehih4n or padmew (f) BUh) or pertmew (4) BUh) Heat Cod Gross NrP/S Heat Cod Grass WP/S Heat Cod 6 t12B•09w 4P5-2om 13A-40rs OA97 0.550 0.143 ne ne ne 2S3 1435 3. 73 2.82 22. 14 2. 90 495 45 414 450 0 365 1139 646 1362 1268 996 1057 0 0 0 0 0 0 0 0 0 0 0 0 f 11 4A5. 20m 485- 2hn 0. 550 0S40 ne ne 1435 14. 09 22. 14 2359 45 4 0 0 646 56 996 94 0 0 0 0 0 0 0 0 128. 09w 4A5. 20m 485. 21m 0. 097 0550 0.540 se se se 253 1435 14. 09 2. 82 21. 79 21. 85 270 15 4 239 1 1 605 215 56 673 327 87 0 0 0 0 0 0 0 0 0 0 0 0 485- 21M 13A- 40cs 0S40 0.143 se se 14A9 373 22. 60 2. 90 12 74 2 50 169 188 271 146 0 74 0 50 0 188 0 146 11DO 1284 w 4A5. 20m 0390 0.097 0.550 se sw sw 10.18 253 1435 1227 2.82 21. 79 24 495 15 24 450 1 244 1139 215 294 1268 327 24 0 0 24 0 0 244 0 0 294 0 0 485- 21rn 13A- 400, 0, 540 0. 143 sw sw 14. 09 3. 73 23. 19 2. 90 30 414 3 395 423 1474 69. 6 1143 0 84 0 69 0 256 0 199 4A5- 20m 485. 2fm 1213496v OSW 0540 OD97 sw sw rtw 1435 14. 09 253 2257 13. 67 2. 82 15 4 270 0 4 240 215 56 608 339 55 676 15 0 0 0 0 0 215 0 0 339 0 0 4A5. 2om 13A- 4005 4A5- 20m OS50 0.143 0.5M nw rtw r1w 1435 3. 73 1435 22. 14 2.90 22. 14 30 279 30 0 185 0 431 690 431 664 536 664 0 0 0 0 0 0 0 0 0 0 0 0 yyll I-- G I- G 4A5- 2omd 12C- 09w 11 D0 1613- 30ad 05w 0.091 0390 0. 032 nw n 15. 14 238 10. 18 0.84 27. 72 151 1227 1. 76 64 205 21 1491 0 183 21 1491 969 435 217 1245 1774 276 262 2621 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P LD C F 19A- Obstp 0295 229 2.04 136 136 393 277 0 0 0 0 F 19C-19aw 0.049 0.44 031 168 168 74 52 0 0 0 0 F 22A-Ipm 1.180 30.80 0.00 1187 127 3911 0 161 17 524 0 61 c) AED excursion 1 414 1 56 Envelope losstain 18255 18255 1428 1034 12 a) Infittramon 4471 1614 261 94 b) Room vertfilabm 0 0 0 0 13 htemalgains Owipants@ 230 5 1150 0 0 App[Wmsbther 1700 0 Sklotal ( lines 610 13) 22726 22720 1688 1128 Less extenalload 0 0 0 0 Lesstransler 0 0 0 0 Rediimbuhan 0 0 1688 1128 14 Subtotal 22726 22720 0 0 15 Dud loads 160% 499/ c 3526 11200 161/ 49'/ 0 0 Total room bad 26252 33920 1 0 1 0 Air required (dm) 1 0 1567 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. AM Ad- wrightsotFC 2017-Oa- 17135443 Righ-SuteOUriversal201717.028RSU25029 Pape 1 G Bed4 - S1Lot 179 Barcelore A RHG Sed4 - S n) Calc - MJ8 Front Door faces: S wrighttsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coot, W uter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg aom Ucerse: CA0032444 Job: Lot 179 Barcelona ARHG Bed.. . Date: 10/17/2017 By. LF/MC 1 Room name LOFT DIN 2 Elposed well 16.0 fl 345 A 3 Room height 9.0 ft heatbod 93 11 heaLbod 4 5 Room dimensions Room area 1.0 x 2835 8 2835 W 14D x 13.0 f1 1820 W Ty Construction U-value Or HTM Area (W) Load Area (fF) Load number BWhw-+) BuMn or perimeter (4) Bwh) or perimeter (ft) BWh) Heat Cod Gross NAPS Heal Cool Gross NAS Heat Cod 6 12B-Ow 0.097 ne 2M 2.82 126 111 281 313 0 0 0 0 4A5.20m 0.550 ne 14.35 2214 15 0 215 332 0 0 0 0 13A-40G3 0.143 ne 3.73 2.90 0 0 0 0 70 70 260 202 11 4A5.2om 485.26n 0550 0540 ne ne 1435 14.09 22.14 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 l 05w se 253 2. 79 0 0 0 0 0 0 0 0 A5.2o4A5.2om OS50 se 1435 21.79 0 0 0 0 0 0 0 0 485.21n 0.540 Se 14D9 21,85 0 0 0 0 0 0 0 0 4B5.21m 0.540 se 14.09 22.60 0 0 0 0 0 0 0 0 y!L13A-40cs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 D0 0.390 se 10.18 1227 0 0 0 0 0 0 0 00 Val 128.09N 0.097 sw 253 2.82 18 18 46 51 0 0 0 0 4A5-2ont 0550 av 1435 21.79 0 0 0 0 0 0 0 0 I{-C 485.21m 0.540 sw 14.09 23.19 0 0 0 0 0 0 0 0 V613A-40cs 0.143 sw 3.73 2.90 0 0 0 0 121 121 451 350 4A5-2om 0550 s+v 1435 2257 0 0 0 0 0 0 0 0 t-G 485.21n 12B.09w 0540 0.097 sw nw 14.09 2.53 13.67 2,82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 0550 rtw 14.35 22.14 0 0 0 0 0 0 0 0 Vjl I)----GG 13A-40cs 4A5.20m 0.143 0550 nw nw 3.73 14.35 2.90 22.14 0 0 0 0 0 0 0 0 130 30 100 0 374 431 290 664 4A5.2omd 12C-09w IIDO 0580 0. 091 0390 rrw n 15. 14 238 10. 18 27. 72 151 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 P L- D C 168.30ad 0.032 O.84 1.76 264 254 237 499 176 176 147 309 F 19AVascp 02% 229 204 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.44 031 6 6 3 2 0 0 0 0 F 22A-tpm 1.180 30.80 0.00 0 0 0 0 182 35 1063 0 61 c) AED excursion 54 1 155 Envelope loss/gain 781 1142 2725 1970 12 a) Intiltraton 237 86 529 191 b) Room venfilation 0 0 0 0 13 hwnalgains: O=pants@ 230 0 0 0 0 Appliancesodw 0 0 Subtotal ( lines 6bt3) 11019 1228 1 3254 2161 Lessextemal bad 0 0 0 0 Less tansler 0 0 0 0 Redistribufion 154 241 0 0 14 Subtotal 1172 1469 3254 2161 15 Dualoads 161/ 49% 182 724 169% 499/6 505 1065 7- Totalroomload1354 2193 3759 3227 Air required (dm) 0 101 1 0 149 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsotFC 2017.Op•171354:a3 Righl• Sutte®Unversal 2017 17.028 RSU25029 Pape 2 G Bed4 - SU of 179 Barcelona A RHG Bed4 - S.rtp Calc - M18 Frort Door faces- S wrighttsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove CotrL W irter Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOr eStopCoolirg com Ucerse: CA0032444 Job: Lot 179 Barcelona ARHG Bed... Date: 10/17/2017 By. LF/MC 1 Room name LATH KfT 2 EVosedwell 32.0 ff 115 R 3 RoomheigN 93 11 heatbool 93 11 heatbod 4 5 Room dmensiorts Room area 1,0 x 286.0 fl 286.0 1F 135 x 115 fl 1553 fF Ty Corutuction U•value Or HTM Area (F) Load Area (W) Load number Btuh4F g Bi h4n or perimeter (II) Buh) or perimeter (A) Barh) Heat Cool Grass NAS Heat Cool Gross N/P/S Heat Cod 6 y/ I--1 128.09w 4A5.20m 13A•40CS 0.097 OS50 0.143 ne ne ne 253 1435 3.73 2,82 22.14 2.90 0 0 149 0 0 119 0 0 443 0 0 344 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5.2om 48S21tn OS50 0540 ne ne 14.35 14D9 22.14 2359 30 0 0 0 431 0 664 0 0 0 0 0 0 0 0 0 1213-09N 4A5-2om 485.2fm 0.097 05W 0540 se se se 253 14.35 14A9 222 21.79 21,85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135.21n 13A-40cs 0S40 0.143 se se 14D9 3.73 22.60 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vjl D 1100 12134)9w 4A5-20M 0" 0.097 05M se sw 9w 10.18 253 1435 1227 2.82 21.79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l G I 485.2hn 13A-40CS 0.540 0.143 sm 9w 14.09 3.73 23.19 2.90 0 0 0 0 0 0 0 0 0 107 0 107 0 399 0 310 a 4A5-20m 485-21m 12B-Ow 05W 0540 0.097 sw 9w rtw 1435 14D9 2.53 2257 13.67 2.82 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 13A-40s 4A5.2om 05W 0.143 05W rrw r1w rrw 14.35 3.73 1435 22.14 2.90 22.14 0 149 0 0 85 0 0 316 0 0 246 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G P L0 C 4A5-2omd 12C-0ew 1100 168.30ad 0580 0.091 0390 0.032 nw n 15.14 238 10.18 0.84 27.72 151 1227 1.76 64 0 0 0 0 0 0 0 969 0 0 0 1774 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 19A4bstp 0295 2.89 2.04 0 0 0 0 0 0 0 0 F 19C•19cscp 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A•lpm 1.180 30.80 0.00 286 32 986 0 155 12 354 0 6 c) AED excursion 204 66 Erwelope low4ain 3145 3233 753 244 12 a) htitUabon 491 177 176 64 b) Room ventilation 0 0 0 0 13 hternalons: Ooarpan5@ 230 0 0 0 0 ApplWxesbther 0 1200 Subtotal (lines 6ID 13) 3636 3410 930 1507 Lessebemal bad 0 0 0 0 Less transfer 0 0 0 0 Redistibudon 496 296 482 185 14 Subtotal 4132 3706 1411 1693 15 Dud loads 160% 49'/ 641 1827 166/ 49°/ 219 834 Total room bad 4773 5533 1630 2527 Air required (dm) 1 01 256 1 1 0 117 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. d- wrightsotPt' Fliptt-Sti"Uriversal201717.028RSL25029 2017Oa•17,Pge3 G Bed4 . SUt 179 Baroelora A RHG Bed4 - S.rup Calc - MI6 Frort Door faces: S wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cart, Wirier Parr FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirgcom license: CA0032444 Job: Lot 179 Barcelona A RHG Bed... . Date: 10/17/2017 By. LF/MC 1 Room name BED2 WIC 2 6gbsedwall t0A tt 5.0 4 3 Room height 93 fl heatbool 93 I1 heattool 4 5 Room dmertsions Room area 11.0 x 10.0 a 110A fF SA x 5A ff 25.0 fF Ty Corwucdon U•value Or HTM Area ((F) Load Area (IF) Load number Btuht4t n BWFMM or perimeter (11) Bluh) or perimeter (4) B uh) Heat Cool Gross PUPS Heat Cool Gross N/PG Heat Cool 6 W 12B-09N 0.097 ne 2.53 2.82 0 0 0 0 0 0 0 0 4A5.2om 0550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A-4acs 0.143 ne 3.73 2.90 93 78 291 226 47 47 174 135 11 4A5.2om 485.21m 0.550 0540 ne ne 1435 14.09 2214 2359 15 0 0 0 215 0 332 0 0 0 0 0 0 0 0 0 12B4bm 0.097 se 253 2.82 0 0 0 0 0 0 0 0 G 05-2om 0550 se 14.35 21.79 0 0 0 0 0 0 0 0 4BS-21m 0540 se 14.09 21,85 0 0 0 0 0 0 0 0IIG 4B5.21m 0540 se 14.09 2260 0 0 0 0 0 0 0 0 y/ L-p 13A•40cs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 1100 12B4bm 03W 0.097 se 9N 10.18 253 1227 2.82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01ql 4A5-2om 0550 sN 1435 21.79 0 0 0 0 0 0 0 0 4B5.21m 0.540 sw 14A9 23.19 0 0 0 0 0 0 0 0 13A-40cs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om 0550 sw 1435 2257 0 0 0 0 0 0 0 0 yl Imo; 485.2hn M-09w 0 540 0.097 sw rw 14.09 253 13.67 2,82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 0550 nw 1435 22.14 0 0 0 0 0 0 0 0 V)I I--GG 13A-4ocs 4AS-20m 0.143 OSW nw nw 3.73 1435 2.90 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2omd 12C-09N 11 DO 16B-30ad 0580 0.091 0.390 0.032 nw n 15.14 238 10.18 0.84 27.72 151 1227 1.76 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 P I-D C F 19A•Obscp 0295 2.89 204 0 0 0 0 0 0 0 0 F 19C•19oxp 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 30.80 0.00 110 10 308 0 25 5 154 0 61 c) AED excursion 1.20 1 1•7 Envelope loss/gain 814 538 328 128 12 a) Infiltralon 153 55 77 28 b) Room venfilation 0 0 0 0 13 httemelgains: OoapartLs@ 230 1 230 0 0 Applianoesbltter 0 0 SuWOtal(lines 6G13) 1968 823 14041 156 Less emernal load 0 0 0 0 Lesstrans(er 0 0 0 0 Redissibu ion 371 248 0 0 14 Subtotal 1339 1072 404 156 15 Dud loads 161/ 49*/* 208 528 161/ 499/ 63 77 ToW room bad 1547 1600 467 232 Air required (dm) 0 74 0 11 Calculations approved byACCA to meet all requirements of Manual J 8M Ed. A Ad- wrightsof - RgN-SUW9Uriversal 201717.028 RSLI25029 2017.00-171351:43 G Be& - StLol 179 Barcelora A RHG Bed4 . S.np Calc = M18 From Door faces: S Page 4 wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coal W irter Park A. 32792 Phore: (407) 629.6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirgmm Licerse: CAC032444 Job: Lot 179 Barcelorta ARHG Bed... Date: 10/17/2017 By. LF/MC 1 Room name HALL STR1 2 Ewall Oft 75 It 3 Room heigN 93 ft heatbod 93 If heattool 4 5 Room dmensions Room area 1, 0 x 44D f1 44A V 1. 0 x 653 If 653 IF Ty Consfrucift fF) Load fF) Load nu Btuw n Btumm orperimeter (0) BUh) orperimeew (If) Bluh) Heat Cod Gross WPiS Heat Cod Gross N/P/S Heat Cool 6 y/ 128. 09N 0.097 ne 253 2.82 0 0 0 0 0 0 0 0 f 405-2an 0550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13AAocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 11 4A5-2om 485- 21m 0550 0540 ne ne 1435 14. 09 22. 14 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 097 se 253 2,82 0 0 0 0 0 0 0 0 TE 128.09w 4A5- 2om 05W se 1435 21.79 0 0 0 0 0 0 0 0 4B5.21n 0. 540 se 14.09 21,85 0 0 0 0 0 0 0 0 485.21n 0540 se 14.09 22.60 0 0 0 0 0 0 0 0 y/ i--o 13A- 40cs 0. 143 se 3.73 2.90 0 0 0 0 0 0 0 0 11D0 03W se 10.18 1227 0 0 0 0 0 0 0 0 12B-09N 0097 sw 253 2.82 0 0 0 0 0 0 0 0 4A5.2orn 05W 96V 1435 21.79 0 0 0 0 0 0 0 0 485-21m 0540 9w 14.09 23.19 0 0 0 0 0 0 0 0 I--G 13A- 4ocs 0. 143 9w 3.73 2.90 0 0 0 0 70 70 260 202 4A5.2an 0550 sw 1435 22S7 0 0 0 0 0 0 0 0 GG 4B5-21m 0S40 9w 14.09 13.67 0 0 0 0 0 0 0 0 yl L_ G 12& 09w 0. 097 rtw 2.53 2.82 0 0 0 0 0 0 0 0 4A5.2an 13A- 40cs 4A5. 20n 0550 0.143 OS50 nw rvw rvw 1435 3. 73 1435 22.14 2. 90 22. 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yJ 2 4A5- 2omd 12C-09w IIDO 16B-30ad 0S80 OD91 0390 0. 032 rvw n 15.14 238 10. 18 0. 84 27.72 151 1227 176 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 PI C F 19A- Obscn 0295 2.89 204 0 0 0 0 0 0 0 0 F 19C-19= 0. 049 0.44 031 0 0 0 0 0 0 0 0 F 22A-pm 1. 180 30.80 0.00 44 0 0 0 65 8 231 0 6 c) AED exursion 0 10 Ernelope low/oain 0 0 491 192 12 a) Inittrabon 0 0 115 42 b) Room ventilation 0 0 0 0 13 Internal gains: 0xupanls@ 230 0 0 0 0 Appliancestdxv 0 0 Subtotal ( lines 6ID 13) 10 0 6061 233 Less wemalload 0 0 0 0 Lesstrarder 0 0 0 0 Redislri6dion 0 0 606 233 14 Subblal 0 0 0 0 151 Duct bads 1 16% 49'/ 0 0 161/ 49% 0 0 Tolal room bad 0 0 0 0 Air required (dm) o 0 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Ae6, - wrrightsofC Righ-Sute® uriversal201717.028RSu25029 2o17-oa-17,3 Page 8 5 G Sed4 - StLot 179 Bareelore A RHG Bed4 - S.np Calc . M1B From Door laces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coun, W irter Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwworeStopCooBrg com Ucerce. CA0032444 Job: Lot 179 Barcelona ARHG Bed... Date: 10/17/2017 By. LF/MC 1 Room name BTH1 LAUN 2 Elposedwall 6.0 f1 35 f1 3 Room height 93 fl heaftol 93 A heattod 4 5 Room dmerdorts Room area 115 x 6A If 69.0 f 1 A x 89E 11 89A IF Ty Corarudon U-value Or FfTM Area (0) Load Area ((F) Load number BtuhV-+) BWtv1R) or perimeter (A) h) or perimeter (11) BWh) Heat Cod Gross NIPS Heat Cod Gross NAS Heat Cod 6 1ql f 12B4)9N OD97 ne 253 2.82 0 0 0 0 0 0 0 0 4A5.2on 0550 ne 1435 22.14 0 0 0 0 0 0 0 0 13A•40CS 0.143 ne 3.73 2.90 56 52 193 150 0 0 0 0 4A5.2om 0550 ne 1435 22.14 0 0 0 0 0 0 0 0 11 4135.21m 0.540 ne 14D9 2359 4 0 56 94 0 0 0 0 1qJ 0.097 se 2. 79 0 0 0 0 0 0 0 04A5.2ow4A5.2om 0550 se 1435435 21.79 0 0 0 0 0 0 0 0 485.2fm 0540 Se 14A9 21.85 0 0 0 0 0 0 0 0 485.21m 0.540 se 14.09 22.60 0 0 0 0 0 0 0 0 yl D 13A•40 s 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11D0 03W se 10.18 1227 0 0 0 0 0 0 0 0 l 12B•Osw 0097 sm 253 2.82 0 0 0 0 0 0 0 0 C 4A5.2on O550 av 1435 21.79 0 0 0 0 0 0 0 0 l-C 485.21rn 0540 sw 14.09 23.19 0 0 0 0 0 0 0 0 13A-40s 0.143 sw 3.73 2.90 0 0 0 0 33 29 107 83 4A5.2om 0550 9M 1435 2257 0 0 0 0 0 0 0 0 485.21m 0540 sw 14D9 13.67 0 0 0 0 4 4 56 55 Y128-OswC 0.097 rnv 253 2.82 0 0 0 0 0 0 0 0 4A5-2om 0.5W nw 1435 22.14 0 0 0 0 0 0 0 0 13A•40cs 4A5-2om 0.143 0550 r1w nw 3.73 1435 2.90 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2omd 0580 r1w 15.14 27.72 0 0 0 0 0 0 0 0 P L-D 12C-09N 11D0 0.091 0390 n 238 10.18 151 1227 107 0 107 0 254 0 161 0 98 21 76 21 181 217 115 262 C 1613-30ad 0.032 0.84 1.76 0 0 0 0 0 0 0 0 F 19A-Obstp 0295 2.89 2.04 0 0 0 0 0 0 0 0 F 19C-19cem 0.049 0.44 021 0 0 0 0 0 0 0 0 F 22A•pm 1.180 30.80 0.00 69 6 185 0 90 4 108 0 6 c) AED excursion 10 2 Envelope loss/gain 689 395 669 516 12 a) Infiltration 92 33 54 19 b) Room vermlalion 0 0 0 0 13 Internal gains Omrpants @ 230 0 0 0 0 Appliarroesbdw 0 500 Subtotal (lines 61013) 781 429 723 1035 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribudon 0 0 946 632 14 Subtotal 781 429 1668 1666 15 Dua loads 161/ 49°/- 121 211 16-/a 49°/a 259 821 Total room load 902 640 1927 2488 Air required (dm) 0 30 0 115 Calculations approved byACCA to meet all requirements of Manual J 8M Ed. 4C^ k+' Id- wrightsoft- Rigtt-SdteSUriversal2017i7028RSLI25029 2017-Od-171P ge6 G Bed4 • S11ol 179 Barcelona A RHG Bed4 • S.rtp Calc - M18 Fort Door faces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Cool W irfer Park FL 32792 Phore: (407) 629 - 6920 fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.00m Lioerw: CA0032444 Job: Lot 179 Barcelona A RHG Bed .. Date: 10/17/2017 By. LF/MC 1 Room name KeED Wrol 2 Ewell 46D A 35 A 3 Room height 9.0 A heaUawl 9.0 A heaftol 4 5 Room dmensions Room area t o x 3203 A 3203 W 35 x 55 A 193 w Ty Cr HTM eapedmftr Load perimW) Load number Ekjw+) BIuW or(A) Bluh) oreew (A) B6fi) Heat Cod Gross N/P/S Heat Cool Gross PbP/5 Heat Cod 6 yl 1213-09w 0.097 ne 253 2.82 149 119 300 334 0 0 0 0 I--fi 4A5.2om 13A-40cs 0.550 0.143 ne ne 1435 3. 73 22.14 2.90 30 0 0 0 431 0 664 0 0 0 0 0 0 0 0 0 11 4A5- 20m 4a5-2trn 0550 0540 ne ne 1435 14. 09 22.14 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TE 1213• 09w 4A5-20m 4B5.21m 0.097 0550 0540 se se se 253 1435 14. 09 2.82 21.79 21.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485. 21m 13A-40cs 0540 0. 143 se se 14. 09 373 2260 2. 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl O1100 12B•(sw 4A5.2om 0.3W 0.097 0550 se sw SIN 10. 18 253 1435 1227 2. 82 21.79 0 117 0 0 117 0 0 296 0 0 330 0 0 0 0 0 0 0 0 0 0 0 0 0 1q/ Imo; 485. 21n 13A-4ocs 0S40 0. 143 sw sw 14A9 373 23. 19 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v I---G 4A5.2om 485.2fm 12B•09m 0550 0. 540 0.097 sw sw nw 1435 14D9 253 2257 13. 67 2S2 0 0 149 0 0 119 0 0 300 0 0 334 0 0 32 0 0 32 0 0 80 0 0 89 G yl G 4A5- 2om 13A-40s 4A5.2om 0.550 0.143 0550 nw nw nw 1435 3. 73 1435 221. 4 2.90 22.14 30 0 0 0 0 0 431 0 0 664 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- G 4A5.2omd 12C-09w 11 D0 166.30ad 0580 0. 091 0390 0. 032 nw n 15. 14 2.38 10.18 0.84 27.72 151 1227 1. 76 0 0 0 320 0 0 0 320 0 0 0 267 0 0 0 563 0 0 0 19 0 0 0 19 0 0 0 16 0 0 0 34 R C F 19A4bstp 0295 289 2.04 12D 120 347 245 0 0 0 0 F 19C• 19csco 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A- pm 1.180 30.80 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 136 6 Envelope losscgain 2372 2997 96 117 12 a) 1r1iltration 683 247 52 19 b) Room ventilation 0 0 0 0 13 IntemalgainS Ooaupants@ 230 2 460 0 0 Appliarloesbther 0 0 Subtotal (lines 6 0o 13) 3055 3704 148 135 Lessextenual bad 0 0 0 0 Lesstrarafer 0 0 0 0 Redistribution 0 0 0 0 14 SubIDW 3055 3704 148 135 15 Duct bads 16°/ 49! 474 1826 169/6 49% 23 67 Total room bad 3529 55M 171 202 Air required ( dm) 0 255 1 10 9 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. AAA wr1 ghtsotPt- 2017-001-17 1 Riga-Sute® Llrioersal 2017 17.028 RSL25029 Page 7 G Bed4 - Sut 179 Barcelona A RHG Be& - S.np Calc . Mf8 Front Door tares: S wrighttsofr Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coot, Winer Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web. wwwOreStopCoolirg com Licerse: CA0032444 Job- Lot 179 Barcelona A RHG Bed... . Oats: 10/17/2017 By: LF/MC 1 Room name K6TH MWIC 2 E1gx>sedwall 215 t 8.0 f1 3 Room height 9.0 It heatbbol 910 ft heatkool 4 5 Room dmertsiorts Room area 1.0 x 136.0 fl 136.0 fF 105 x 8A ff 84.0 IF Ty Cortshoon U-value Or HTM Area (61) Load Area ((F) Load numberI 8tuw-q BOAAM or perimeter (II) Bl uh) a perimeter (Q) 84uh) Heat Cod Gross NAS Heat Cod Gross N/P/S Heat Cool 6 tpl 1213-09N 0.097 ne 2.53 2,82 0 0 0 0 72 72 182 203 f 4A -tom 0.550 ne 14.35 2214 0 0 0 0 0 0 0 0 13A• 40cs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 11 4A5- 2om 4B5. 21m 0550 0540 roe ne 14. 35 14. 09 22. 14 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 097 so 253 2,82 0 0 0 0 0 0 0 0 TE 12B- 09w 4A5. 20m 0550 se 1435 21.79 0 0 0 0 0 0 0 0 G 485. 21m 0540 se 14.o9 21.85 0 0 0 0 0 0 0 0 4B5. 21m 0540 se 14A9 22.60 0 0 0 0 0 0 0 0 13A• 40cs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11DO 12& Owv 0. 390 0. 097 se sw 1018 253 1227 2. 82 0 104 0 89 0 224 0 249 0 0 0 0 0 0 0 0 yl4A5- tom OS50 sw 1435 21.79 0 0 0 0 0 0 0 0 fG' 4B5-21m 0540 sw 14.09 23.19 15 1 211 348 0 0 0 0 13A- 40cs 0.143 sov 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0550 sw 1435 2257 0 0 0 0 0 0 0 0 485. 2f n 0540 9w 14.09 13.67 0 0 0 0 0 0 0 0 128- 09w 0.097 rtw 253 2.82 90 90 228 254 0 0 0 0 4A5. 2om 0550 nw 1435 2214 0 0 0 0 0 0 0 0 Vtl II---- GG 13A• 40Cs 4A5. 2om 0. 143 0550 nw nw 3. 73 1435 290 22. 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2omd 12C- 09w 1100 16B- 30ad 0580 0. 091 0. 390 0. 032 nw n 15. 14 238 10. 18 0. 84 27. 72 151 1227 1. 76 0 0 0 136 0 0 0 136 0 0 0 114 0 0 0 239 0 0 0 84 0 0 0 84 0 0 0 70 0 0 0 148 P L- D C F 19A41bscp 0295 289 2.04 0 0 0 0 0 0 0 0 F 19C-19cs01) 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A•Ipm 1.180 30.80 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 87 16 Ernelope bsstain 777 1177 252 334 12 a) Infiltration 319 115 119 43 b) Room ventilation 0 0 0 0 13 Internal gains: Oavpartts@ 230 0 0 0 0 Appliarooesblher 0 0 Subtotal ( lines 6ID 13) 1096 1292 371 377 L. essextemal bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 205 316 0 0 14 Subotal 1301 1607 371 377 bads202 792 16°/ 49% 58 186 r15Duct Totalroom load 1503 2400 429 563 Air required (dm) 0 111 1 1 0 26 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017.00-171354.43 Rigrt- Suitafti iversal 201717 028 RSU25029 Page 8 G eeoa - Stot 179 Sareelore A RHG 8ed4 - S rip Calc - NUB Fron Door faces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscow Court Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwKOr eStopCoolirg com Licerse: CAC032444 Job: Lot 179 Barcelona A RHG Bed... Date: 10/17/2017 By. LF/MC 1 Room name BEDS 2 Exposed well 195 R 0 If 3 Room height 9.0 h heatbool 9A 8 heattool 4 5 Room dmensions Room area 1.0 x 144.0 d 144.0 fF 35 x 5.0 fl 175 IF Ty Construction U•vdlue Or HTM Area (f) Load Area (F) Load number Bbrh4P-`n BUMM or perimeler (i) BWh) or perimeter M Buh) Heat Cool Gross NAS Heat Cool Gras WP/S Heat Cool 6 W ti 12B-09N 0.097 ne 253 2.82 0 0 0 0 0 0 0 0 4A5.2om 0550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A•40s 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 11 4A5.2om 485.21n 0550 0540 ne, ne 1435 14.09 22.14 23.59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 128-09w 4A5.20m 0.097 0550 se se 253 1435 2.82 21.79 72 0 68 0 172 0 192 0 0 0 0 0 0 0 0 0 It-_-GG 4B5-21m 0.540 se 14A9 21.85 4 1 56 87 0 0 0 0 yJ D 485.21m 13A-40s 0.540 0.143 se se 14D9 3.73 22.60 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.3W se 10.18 1227 0 0 0 0 0 0 0 0 128.05w 0.097 sw 253 2.82 104 89 224 249 0 0 0 0 4A5.2ont 0550 sw 1435 21.79 15 1 215 327 0 0 0 0 485.2bn 0540 sw 109 23.19 0 0 0 0 0 0 0 0 G 13A-4ocs 0.143 9w 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0550 sw 1435 2257 0 0 0 0 0 0 0 0 G 485.21n 0540 sw 14.09 13.67 0 0 0 0 0 0 0 0 t-G 128.O9w 0.097 nw 2.53 2.82 0 0 0 0 0 0 0 0 4A5.2om 0550 w 1435 22.14 0 0 0 0 0 0 0 0 13A-40s 0.143 rew 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om 0550 r1w 1435 22.14 0 0 0 0 0 0 0 0 P LD 4A5.2omd 12C-09w 11D0 0580 0.091 0.390 rnn n 15.14 2.38 10.18 27.72 151 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 C 1613-Mad 0.032 0.84 1.76 144 144 120 253 18 18 15 31 F 19A4bscp 0295 229 2.04 16 16 46 33 0 0 0 0 F 19C•19axD 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A•Ipm 1.180 30SO 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 19 1 Envelope loss/gain 834 1160 15 29 12 a) Infiltrabon 289 105 0 0 b) Room venbUion 0 0 0 0 13 Internalons: Oocupa m@ 230 1 230 0 0 Applianmsbther 0 0 Subi lal(lines6C13) 1124 1494 15 29 Lessextemal bad 0 0 0 0 Less transfer 0 0 0 0 Redistribubon 167 257 15 29 14 Subtotal 1291 1751 0 0 15 Dud loads 16°/ 49'/ 200 863 16% 49% 0 0 Total room bad I 1 1491 2615 0 0 Air required (dm) 0 121 1 1 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. A Ad- wrightsoft• 2017-00-171354 43 Pugh-Sute®Urioersal 201717.028 RSU25029 Page 9 G Bed4 . Stot 179 Baroelore A RHG 8ed4 - S.r1p Calc . Ml8 Frort Door faces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Coot. Winer Park FL 32792 Ptore: (407) 629 - 6920 Fax: (407) 629. 9307 Web wwwOreStopCoolirg oom Ucerse: CA0032444 Job: Lot 179 Barcelona ARHG Bed.. Date: 10/17/2017 By- LF/MC 1 Room name BEN STH3 2 Eposed well 27.0 4 55 ft 3 Room heigto 9A 8 heaVood 9A d heaV000l 4 5 Room dmensiors Room area 1. 0 x 1393 ft 1393 FR 6A x 55 Ft 33. 0 (F Ty Area Load nu 8Uh4F--F) Btuh" orperimeeller (A) BUh) orperimeetter (R) Bvh) Heat Cool Gross NAS Heat Cool Gross NAS Heat Cool 6 yI 12B-05w 0.097 ne 253 2S2 126 126 319 355 0 0 0 0 I-- G 4A5-2om OS50 ne 1435 22.14 0 0 0 0 0 0 0 0 13A- 40Cs 0.143 no 3.73 2.90 0 0 0 0 0 0 0 0 11 4A5. 2om 48S2hn OS50 O, 540 ne ne 1435 14. 09 22. 14 23. 59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B• Osw 4A5. 23m 0. 097 0550 se se 2. 53 1435 2. 82 21. 79 99 15 84 1 213 215 237 327 50 0 44 0 110 0 123 0 485. 21m OS40 so 14.09 21.85 0 0 0 0 0 0 0 0 485. 2trm O.540 se 14.09 2260 0 0 0 0 6 1 85 136 13A- 40Cs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 DO 0390 s 10.18 1227 0 0 0 0 0 0 0 0 12B- Os6v 0.097 sw 253 222 18 18 46 51 0 0 0 0 G 4A5. 2om 0.550 sw 1435 21.79 0 0 0 0 0 0 0 0 485. 21m O.540 sw 14.09 23.19 0 0 0 0 0 0 0 0 13A- 40s 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 4A5. 2om 50 OSSIN1435 2257 0 0 0 0 0 0 0 0 24B5.2hn 128. 09w 0540 0. 097 sw rrw 14. 09 253 13. 67 2. 82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5. 2on 13A- 40cs 4A5. 2om 0SW 0. 143 0550 rrw rrw nw 1435 3. 73 1435 22. 14 2. 90 22. 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G I6 P LD C 4A5- 2ond 12C- 09w 11 DO 16B- 30ad 0. 580 0091 0390 0. 032 nw n 15. 14 238 10. 18 034 27. 72 151 1227 1. 76 0 0 0 139 0 0 0 139 0 0 0 116 0 0 0 245 0 0 0 33 0 0 0 33 0 0 0 28 0 0 0 58 F 19A-Obsm 0295 289 2.04 0 0 0 0 0 0 0 0 F 19C-19= 0049 0.44 031 85 85 38 27 33 33 15 10 F 22A-1pm 1.180 3020 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 1 33 1 46 Envelope loss/gain 947 1274 237 372 12 a) hliltralor 401 145 82 29 b) Room oerrMon 0 0 0 0 13 htenralgains: Ocapants@ 230 1 230 0 0 Appliancas/ dher 0 0 SuIxoalPines 6lo13) 1347 1649 319 402 Less extemalload 0 0 0 0 Less Warder 0 0 0 0 Redisbibubor 5 10 0 0 14 SrbbW 1352 1659 319 402 15 Duct loads 16-/ 49'/- 210 818 161/ 49'/ 49 198 Total room load 1562 2477 368 600 Air required ( dm) 0 114 1 28 Calculations approved byACCA to meet all requirements of Manual J ft Ed. AA wrightsofY Righ-SUIe®Udversal2017 17028 RSU25029 2017-Od-17 Pape 10 G Bed4 - S1Lot 179 Barcelore A RHG Sed4 . S.r p Calc - MA Frort Door tapes: S wrightsoft- Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Coot. Wirter Park FL 32792 Phore: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirgmm Lioarse- CA0032444 Job: Lot 179 Barcelona A RHG Bed... Date: 10117/2017 By. LF/MC 1 Room name TOO STR2 2 F gbsedvan 16D 11 7.0 B 3 Room height 9. 0 It heatbool 9A g heattool 4 5 Room dmensior>, Room area 55 x 8.0 If 44.0 (F 135 x 7.0 B 945 fF Ty Constwon number U- value BWhA n Or HTM BR1h" Area ( i) or perimeter ( Il) Load Btuh) Area (Ili or perimeter ( 11) Load Btuh) Heat Cod Gross NAS Heal Cod Grass NAS Heat Cod 6 y1 1--1 1213-0sw 4A5-2bm 13A-4ocs 0.097 0550 0. 143 ne ne ne 2. 53 1435 3. 73 2. 82 22.14 2.90 23 0 0 23 0 0 57 0 0 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5. 2om 465. 21m 0550 0540 ne ne 1435 14. 09 22. 14 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ti1213• O9w 4A5. 2om 485. 21m 0.097 0550 O. 540 se se se 253 1435 14. 09 282 21. 79 21. 85 50 0 0 44 0 0 110 0 0 123 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485- 21m 13A- 4ocs 0540 0. 143 se se 14.09 3. 73 2260 2. 90 6 0 1 0 85 0 136 0 0 0 0 0 0 0 0 0 Vjl D 11D0 12B-0SN 4A5.2om 03N 0. 097 0550 se 9w sw 10. 18 2. 53 1435 1227 2.82 21. 79 0 72 0 0 72 0 0 182 0 0 203 0 0 63 0 0 48 0 0 122 0 0 135 0 1ql 4 -- G G 485. 21n 13A- 40cs 0540 0. 143 sw 9w 14.09 3. 73 23.19 2.90 0 0 0 0 0 0 0 0 15 0 1 0 211 0 348 0 1 j I- 4A5.2om 05W 9w 1435 2257 0 0 0 0 0 0 0 0 G 485-21m O. 540 sw 14.09 13.67 0 0 0 0 0 0 0 0 12B-Oswv 0.097 rnv 2.53 2.82 0 0 0 0 0 0 0 0 4A5-2om 13A-40cs 4A5.2om 0.550 0.143 0550 nw nw nw 1435 3. 73 14. 35 22.14 2.90 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl I{- f; 4A5. 2omd 12C- 0s v 11 DO 168-30ad 0580 0. 091 0390 0. 032 nw n 15.14 238 10. 18 0. 84 27.72 151 1227 1.76 0 0 0 44 0 0 0 44 0 0 0 37 0 0 0 77 0 0 0 95 0 0 0 95 0 0 0 79 0 0 0 166 P L-- D C F 19A-0becp 0295 289 2.04 0 0 0 0 0 0 0 0 F 19C-19= 0. 049 0.44 031 44 44 20 14 0 0 0 0 F 22A•pm 1. 180 30.80 0.00 0 0 0 0 0 0 0 0 61 0) AEC) exmrson 1 31 108 E Wopelosston 490 647 412 758 12 a) Infittradon 237 86 104 38 b) Room venblabw 0 0 0 0 13 Internal gains: O= Oartb@ 230 0 0 0 0 Appliartoesbther 0 0 Stlblotal ( lines 6 tt1 13) 728 733 5161 795 Less exlemalload 0 0 0 0 Less transfer 0 0 0 0 RedtstribAon 0 0 516 795 14 Subtotal 728 733 0 0 15 Dua loads 1 16 49°/ 113 361 169 49'/ 0 0 Total room load 841 1094 0 0 Air required (dm) 0 51 1 1 0 0 CalCulabons approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017.0tt-171354. 43 Riga-Srite®Uriversal 201717 02e RSLI25029 Pape 11 G Sed4 . S'Lot 179 Barcelona A RHG Bed4 - S.np Cale - NUB Fran Door taoss S 9 Static Pressure and Friction Rate Job: Lot 179 Barcelona ARHG wrl ... htsofte Date: 10/17/2017 Entire House By. LF/MC One Stop Cooling and Heating 7225 Sardscooe Coot, W irter Park FL 32792 Ptore: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirgmm License: C,A0032444 For: Park Square Homes 3953 Saltmarsh Loop, Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• supply Return n) h) Measured length of run -out 12 0 Measured length of trunk 53 6 Equivalent length of fittings 160 45 Total length 225 51 Total effective length 276 FrictionRate Heating Cooling in/1001t) in/100ft) Supply Duds 0.123 OK 0.123 OK Return Duds 0.123 OK 0.123 OK Fitting Equivalent LengthDetails supply 4X--35,11 A=20,11 G=5,11 G=5,11 A=20,111=10,111=10,11 G=5,1 A--35,11 G=5,11 G=5,11 Gam: TotalEL=160 Return 6M=20, 6A1=10, 5E1=10,11 Gam: Total EL=t5 wrightsoft• Rigt1-sure®urioersa1201717.028RSU25029 2ot7oa-t713seI A Page G Bed4 • StLot t 79 Baroelore A RHG Bed4 - S.nQ Calc . fuN6 From Door faces: S Duct System Summary Job: lot 179 Barcelona ARHG ... Wrlghtsoft• Date: 10/17/2017 Entire House By. tF/MC One Stop Cooling and Heating 7225 Sardsoove Court. W iner Park FL 32792 Phore: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOrleStopCoolirg.00m Lioerse: CA0032444 For: Park Square Homes 3953 Saltmarsh Loop, Sanford, FL . External static pressure Pressure losses 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 0.278 / 0.062 in H2O 0.123 in/100ft 0 drn 276 it I - . . • - Cooling a50 in H2O 0.16 in H2O 0.34 in H2O 0.278 / 0.062 in H2O 0.123 in/100ft 1567 cfrn Name Design 131uh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mal Actual Ln (it) Ftg.Egv Ln (ft) Trunk BED2 c 1600 0 74 0.153 6.0 Ox 0 VIFx 41.9 140.0 st3 BED3 C 2615 0 121 0.167 7.0 Ox 0 VIFx 26.4 140.0 st5 BED4 c 2477 0 114 0.158 6.0 Ox 0 VIFx 31.1 145.0 st5 eTMt c 640 0 30 0.149 4.0 Ox 0 VIFx 45.9 140.0 st3 BTH3 c 600 0 28 0.168 4.0 Ox 0 VIFx 25.7 140.0 st5 DIN C 3227 0 149 0.123 7.0 Ox 0 VIFx 64.9 160.0 s14 GATH C 2766 0 128 0.124 7.0 Ox 0 VIFx 64.4 160.0 s14 GATM-A C 2766 0 128 0.130 7.0 Ox 0 VIFx 58.9 155.0 s14 Klr C 2527 0 117 0.124 7.0 Ox 0 VIFx 63.9 160.0 st4 LAUN C 2488 0 115 0.157 6.0 Ox 0 VIFx 41.4 135.0 st3 LOFT C 2193 0 101 0.229 6.0 Ox 0 MR 16.0 105.0 st2 WIRED -A c 5530 0 255 0.177 9.0 Ox 0 VIFx 32.1 125.0 st6 STH c 2400 0 111 0.180 5.0 Ox 0 VIFx 29.6 125.0 st6 Mrol C 202 0 9 0.194 4.0 Ox 0 VIFx 28.0 115.0 s16 MIWIC C 563 0 26 0.177 4.0 Ox 0 VIFx 31.4 125.0 st6 Too C 1094 0 51 0.166 4.0 OA 0 VIFx 27.0 140.0 st5 WC C 232 0 11 0.148 4.0 Ox 0 MR 48.1 140.0 st3 Bold afic values have been manua0y ovenldden Wrl htSOft• 2017.Od-17135445 9 Rigtt.su"uri ersal 2017 i7.026 RSLI25029 Page 1 AC...G Bed4 - SUI 179 Barcelore A RHG Bed4 - S.r1p Calc a Ml6 Fron Door faces: S Name Trunk Type Htg dm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st4 PeakAVF 0 521 0.123 664 12.0 0 x 0 VnlFlx st3 st3 PeakAVF 0 751 0.123 702 14.0 0 x 0 VnIFIX SO SO PeakAVF 0 751 0.123 702 14.0 0 x 0 VinlFlx sty PeakAVF 0 313 0.158 575 10.0 0 x 0 VnIFIX st2 st6 PeakAVF 0 402 0.177 511 12.0 0 x 0 VinIFIX st2 st2 PeakAVF 0 816 0.158 764 14.0 0 x 0 VinlFlx . Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) dm) dm) ft) FR fpm) in) in) Opening (in) Mal Trunk rb7 Ox 0 0 121 48.2 0.130 452 7.0 Ox 0 VIFx r13 rb2 Ox 0 0 193 38.6 0.162 721 7.0 ox 0 MFx rb1 I Ox 0 1 01 12541 50.6 1 0.1231 5751 20.01 Ox 0 MFx rt3 Name Trunk Type Htg dm) Clg Cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk rt3 PeakAVF 0 1374 0.123 630 20.0 0 x 0 VnlFlx BoldNaBe values have been manualy overrfdlen wrightsoft• R;eh.Sti"Uriverml20l7i7.02SRSU25029 20,7.Op•,7,3 Page ACCA Papge 2 G 8ed4 • SILO, , 79 Barcelona A RHG Bed4 - S.rlp Calc = M18 From Door haoes S FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 179 Barcelona A RHG Bed4 - S Builder Name: One Stop Cooling and Heating Street: 3953 Saltmarsh Loop Permit Office: City Of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/17/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 A/C-1: 4.0 TON 160 SEER H.P. Level 1 I I Amory A rDIN FQ 1 OX8 A I AFJP 149 dm I 4RECESS IIII U LIGHTS 7„ _ i F8,133 7""—. f10X10-i 128 dm WIRE C1F1 CLG. F NILITE Jg 0 YD j 117 drri " ' G TH / ; 7 „ @ W A.F.F. 0, iJ 1OX8KIT - I IJ ! 1OX10.2,1 -IF1128 dm i 12"-$o ,µpF 4 Ell __& 216 u1 i T A q' s7vuITIcH i i i i i 10X6/ STR1 . L . _L _I _ 74 dm PRE -WIRE CU-- CA&M'TIE YAF ` BED2 A 8X4 s. D.Q FB62 ' \ I r 11 dm O FOY 115 I i -- - i0 10 WICIV HALL Sup Riseff I I 1 EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM lFan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CF kian VTR = Vent to - oof- C VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — - — - Thermostat 18/8 OT SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box 2 m,. — L — I DV VTW u LAUN 4 " 30 dm F661` a 4 ; /8 4 (F V. P. " EF1 VTW 47" GFI I ' GARAGE J FI • I I I I I I I I I v I UDC)--- CPA X m n Oo v n O i EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan II EFL1 = 50 EFL2 = 80 EFL3 =110 IL----- VTR = Vent -to Roof- — — — VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — - — - Thermostat 18/8 OT SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Level 2 F--------------------, A", SQ f RECORD COPY o' I ? wyr J P2 .I t B/t,L kdvantage Plumbing,: vd Cil' CO.S-7z? ,S-d, License # w Name h Sianatum 3 34 u 2 VA ' r VA 41 3y 1 N vjti J ti S'y 11BUIL h v SAt popo a IU9 QgRTtvtE 39 t : D. RECORD COPY , f3 DESCRIPTION AS FURNISHED: Lot 179, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Floridq. PLOT PLAN FOR/CERTIIIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 157 1 LOT 156 1 LOT 155 N 89040 "51 "" E 40.00' eo 20.00' 20.00' 3.0'x4.0' r-/ AC 5.00 14.0' 16.0' 14 5.00' LANAI yr 16.0' O 4 LOT 179 M Ir Cp M PROPOSED RESIDENCE O '" 2392-BARCELONA-A 2 CAR GARAGE RIGHT O tp a O 07 LOT 178 v LOT 180 ENTRY 5.00' 8.0' v 8P n - 3199 5.00' B.0 N ZONI DATE 1 22.0' 5.00' 16' Ok to construct single family home WAL DRIVE with setbacks and impervious area shown on plan. 53. 1 *to imp. - _ _ 25.00 - _ — —-25,00• cceiOen0. - A, VT 1 ESMT. ti 30.01' P.C. 5' CONC WALK 1 SETBACKS AS FURNISHED FRONT - 25'(•) REAR a 20' SIDE = 5' (40' LOT) 7.5• (60• Lot) 10• (75• LOT) SIDE STREET = 25' (60• GT 75' LOT) 15• (40' LOT) 25 - FRONT SETBACK CAN 8£ REDUCED 10 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM Or (2) IN SUCCESSION AT 25' PROPOSED - FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS 11ti•- = PROPOSED DRAINAGE FLOW \'CFO LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 29.0' Q B.B.) N 89040'51 " E 40.00' SAL 7_1VIAI?,S'H LOOP 50' PRIVATE ROAD) PLOT PLAN ONI. )' PLOT PLAN AREA CALCULATIONS NOT A SURVEY FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET DRIVE 4001 1 10- 510 t SQUARE FEET WALKS 691 200= 269 t SOUARE FEET S00 2,0631 IJO = 2,193 t SQUARE FEET NOTE.' FRONT SIDEWALK AND STREET LOCATION TAKEN FROM 4,400 t SQUARE FEET R ATWORK FOUNDATION/PAD 1.619 1 SQUARE FEFT REAR PATIO 117 t SQUARE FEET FRONT PORCH DECK 120 t SQUARE rEE1 POOL DECK N/A f SQUARE F•FFr TANS PROVIDED BY CLIENT • NOT FIELD VERIFIED CRUAS'LTNffTTYFIR-SC'OTT ASSOC, INC. - SUR !L'.YO.R,SYE7G .LAND LCGEND - LCGEND - PLAT POL POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD ITP. TYPICAL NOTES: IP IRnN PIPE IRON ROD PPIC4R.0 POINT OT PEVCRSC CURVATURE PO "IOF CUIFOUNO CUPVAIARE 1, DIE UrAfRSGNEO GOES HEREBY CERTIFY MAT 005 SURVEY MEETS ME SGINDUt05 OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF CNC MONUMENT RAO. RA0. RADIAL PROFESSIONAL SURVEYORS ANO MAPPERS IN CNAPIER SJ-17 FLORIDA ADMINISMINE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES CT I.P. 1/2'JAI/2. IR /OLD 1596 HR. NO 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEA. MIS SURVEY MAP OR COPIES ARE NOT VALID. NEC. RECOVERED VP. WITNESS PAINT 3. THIS SURVEY WAS PREPARED FROM RILE INFORMATION FURNISHED TO nit SURVEYOR. MERE MAY BE OMCR RESTRIC110NS PA.D. POINT OF DCGINNTNG CALL CALCULATED OR EASEMENTS TWr AFFECT THIS PROPS MPA.C. POIIIT OF CONNEHCCHCM CCHTCRLIISK PAXA. PEPWAftNT REFERENCE NONUMCNt rLOOR 4 UNDERGROUND IMPROVEMENTS HAVE BEEN LOURED UNLESS OMERNTSE SHOWN. eirD HAIL,& D DSL BUILDING SC11ACK LINED5• THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE R£UEO UPON BY ANY OTHER ENTITY. RIv NIGHT -Of -WA, Dx DCHC"MARK OU(CNSIONS SHOWN FOR ME LOCALTON OF IMPROWNENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT OOUNDARI LANES ESNT. CASCNENI D.D. DASC BEARING 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON ME LANE SHOW AS BASE BEARING (BB) DRAIN. UT". DRAINAGEUTILITY B EL- NATIONS. B' S;IOWN. ARE BASED ON NABOwLL GEODETIC VERTICAL DATUM OF 1029. UNLESS OTHERWISE NOTED. CLFL CHAIN LIRV FCNCC 9. CERTIFICATE OF AU HORIZAMN No 4596. WOFL C/DP.0 v000 FEHCE CONCREIE BLOCK POINT OF CURVATURE N N•' SCALE I• --1 DRAWN By. 20• P T. nTSC. POINT OF TANGCI{T---- DESCRIPTION CERTIFIED BY: OA/E _ ORDER No. RL RADIUSAIrCLaunr PLOT PLAN 09-2I-2017 4071-17 p DCLTA C CHORD C N 0CHORDBEARING w NORTH 0- _ THIS BUILDING\PROPERLY DOES NOT LIE W1 111N I I "'— r=.! J THE ESTABLISHED ADD YEAR FLOOD PLANE AS PER FfRM• M X GRUSENM. L.S IF 4801 R.L.S. / 4714 7.ONE •X" MAP / 12117C0090 F (09-28-07) J W. SCOTT, RECORD COPY Filename: PARK SQ BARCELONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2392 2 1 Lighting Summary Standard 6,037 6,03' Optional 11,676 6,037 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 1 % - 3 1 39Optional8,000 4,480 gUTlDigc------------- Dryers Dryer No. No? Nameplate Line Neutral SgNFORO ' 1 1 5000 10, A20gRn,1E 3 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 ,0 1 1 1 1 27 240 1 6,480 •0 Heat/Cool Summary Standard 14,640 0 Optional 14,640 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WATER HEATER 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Other Appliances: Actual Number = 0 Optional 17,280 2,250 Name M? Ph No 'Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25%of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,620 0 SUMMARY Standard Line Neutral Total Total = 46,657 16,267 Maximum Amperage = 194 68 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 37,422 16,267 Maximum Amperage = 156 68 Service Voltage = 240 Service Phase = 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELON ar 392 - RNTWAV Lot/Block: 179 Subdivision: WYNDHAM PRESERVE Address: 3953 SALTMARSH LOOP 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 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 72 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 IT11721055 Al 7/31/17 112 1 T11721066 I C3 7/31/17 12 I T11721056 I A2 17/31/17 113 1 T11721067 1 C4 17/31/17 I 13 IT11721057 IA4 17/31/17 114 1 T11721068 1 C5 17/31/17 1 14 I T11721058 1 A5 17/31/17 115 1 T11721069 1 C6 7/31/17 1 15 1T11721059 A6 17/31/17 116 1T11721070 C7 17/31/17 16 I T11721060 1131 17/31/17 117 1 T11721071 1 C8 17/31/17 I 17 IT11721061 182 17/31/17 118 1 T11721072 ICJ 7/31/17 18 1T11721062163 17/31/17 119 1T11721073 I CJ1 17/31117 I 19 1 T1 1721063 1 B4 17/31/17 120 1 T1 1721074 1 CJ3 _ 17/31/17 1 110 1T117210641C1 17/31/17 121 1T11721075 1 CJ3A 17/31/17 1 111 IT117210651C2 17/31/17 122 1 T11721076 1 CJ3T 7/31/17 This item has been electronically signed and sealed by ORegan, Philip, 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: ORegan, Philip My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ST,4TE OF MITek USA, Inc. Ft. Cen 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: 1% July 31,2017 ORegan, Philip 1 of 2 RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELONA 2392 - AC / TRAY Lot/Block: 179 Subdivision: WYNDHAM PRESERVE Address: 3953 SALTMARSH LOOP City: SANFORD State: FLORIDA No. Seal# Truss Name Date No. Seal# I Truss Name I Date 23 1 T11721077 1 CJ5 7/31/17 66 T11721120 1 KJ2 7/31/17 24 1 T11721078 1 CJST 7/31/17 67 T11721121 1 KJ3 7/31/17 25 IT11721079 1131 7/31/17 68 1 T11721122 1 KJ5 7/31/17 26 IT11721080 JD1T 17/31/17 69170 T11721123 JKJ717/31/17 J 27 IT11721081 ID2 7/31/17 IT11721124 lKJ7T 7/31/17 28 IT11721082 JD2T 7/31/17 171 IT11721125 IM1 7/31/17 129 IT11721083 I D3 17/31/17 172 IT11721126 IM2 17/31/17 30 IT11721084 I D3T 17/31/17 1 1 1 I 1 I 1 I I 131 IT11721085 IN 17/31/17 32 IT11721086 I D5 7/31/17 33 IT11721087 JE1 7/31/17 134 IT11721088 I F1 17/31/17 135 36 IT11721089 IT11721090 I F2 IF3 17/31/17 7/31/17 37 IT11721091 F4 7/31/17 38 IT11721092 F5 7/31/17 39 IT11721093 F5A 17/31/17 40 IT11721094 F6G 7/31/17 41 IT11721095 F7G 7/31/17 142 IT11721096 I F8 17/31/17 J 143 IT11721097 I F8A 17/31/17 144 1T11721098 1 F9 17/31/17 145 IT11721099 I F9A 17/31/17 146 IT11721100 I F10 7/31/17 147 IT11721101 I F11 17/31/17 148 IT11721102 1 F11G 7/31/17 149 IT11721103 I F12 17/31/17 1 150 IT11721104 I FT1 17/31/17 1 151 IT11721105 I FT2 7/31/17 52 IT11721106 IFT3 7/31/17 53 IT11721107 IFT4 7/31/17 154 IT11721108 I FT5 17/31/17 1 155 IT11721109 I G1 17/31/17 1 156 IT11721110 I G2 17/31/17 1 157 IT11721111 I G3 17/31/17 I 58 IT11721112 I G4 7/31/17 59 IT11721113 1111 7/31/17 1 160 IT11721114 I H2 17/31/17 1 161 IT11721115 I J2 17/31/17 1 162 IT11721116 1 J3 17/31/17- 1 163 IT11721117 I J5 7/31/17 1 64 IT11721118 JJ7 17/31/17 1 165 IT11721119 1J7T 17/31/17 1 2 of 2 Job Truss ss Type Oty Ply Park 54f mamC T a -A or RAY IT' u T11M1055 P2392ACT A/ HIP t 2 Job M91- Flmga Lumber, Sanow, FL 7.640 s Apr 19 2016 MRek InduYnes. Inc. Mon Jul 31 12,49,52 WIT Papa 1 ID: ItiEj_2vgncv4uEJUYC2tFzkfng-HIYVuPEveoB lflwffjlDgNzGbVNwS5JC5MibsOYSYxD i 4. 9.11 9.013 13.4-0 1&10-0 21.1-3 ( 25.4.5 302-0 4. 9.11 4.33 4.33 3•&0 4-33 4.33 4•&11 44 = 416 = 19 `.. - 14 ." 13 ` ." 12 `.. . 11 3x10 MTIBHS = 20 II 74 = 4x5 = US = 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 100 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS -Except- 10- 13, 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=6305/0-3-8, 8=601 1 /Mechanical Max Horz 1=137(LC 6) Max Uplift 1-1760(LC 8), 8-1695(LC 8) scale a 1:55.8 10 _. -' 9 -- 74 = 20 II 3x10MT1SHS = CSI. OEFL. in (loc) Ilden Ud PLATES GRIP TC 0.82 Ven(LL) 0.2412-13 >999 240 MT20 244/190 BC 0.75 Ven(TL) 0.5712-13 >631 180 MT18HS 244/190 WB 0.63 Horz(TL) 016 8 nla n/a Matrix- M) Weight: 397 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 241-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-11817/3385. 2-3=9948/2943, 3.4-7868/2388, 4-5=7148/2205, 5-6=-7980/2414. 6- 7=10243/2992, 7-8=12065/3437 BOT CHORD 1-19=2968/10518, 1-20-2979/10549, 20-21=2979110549. 14-21-2979/10549, 14- 22=2979/10549, 22-23=2979/10549, 13.23-2979/10549, 13.24=2489/8769, 24- 25=2489/8769, 12-25=-2489/8769, 12-26=1956(7039, 26.27=1956f7039, 11- 27=1956f/039, 11-28-2531/9024. 28-29=2531/9024.29.30=2531/9024, 1G- 30-2531/9024, 10.31=3026/10772, 31-32=3026110772, 9-32=3026/10772, 9- 33=3026/10772. 33-34=3026110772, 8-34-3026110772 WEBS 2-14=-355/1543. 2-13=1961/539, 3-13=-691/2473, 3.12-25651790, 4-12=930/3079, 4- 11=141/373, 5-11=988/3327, 6-11-27831815. 6-10=721/2719, 7-10=-1914/543. 7-9=357/1496 NOTES- 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4. 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0'oc. 2) All toads 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL-3.0psf; h=25ft: B=45ft; L=30ft; eave=4ft, Cat II; Expi B; Encl , GCpi=0. 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load'nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 1760 lb uplift at joint 1 and 1695 lb uplift at joint S. Printed -copies -of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNIKG - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Md-T4T3 rev. 104=015 BEFORE USE. Ilk Design valid for use only with MITek® ConneCtors This design a based only, upon parameters shown, and a for an individual buildup Component, nit a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into me overall building design Bfa" indicated is to prevent bucldmg of individual truss web andfor ChOM members only. Additional temporary and permarem bracing is always reQwred for stability and to prevem COPApse vrdh possible personal injury and property damage For general guidance regarding the fa0ncabon, storage, delivery. ereden and bracing of trusses and truss systems see ANSIRPH Ouslhy Criteria. OSB49 and SCSI Building Component 6904 Pence Ears Btvd Safety Information avaiabe imm Truss Pets instniee. 21$ N Lee Street. Sulfa 312. Alexandra, VA 22314. Tamps, FL 38610 Job Truss Truss Type Oty Ply Park SgIBarGebna-A of C TRAY T117210551PM92ACTAtHIP1A all Mo-moroa Lumber, Issriow, I-L. 7 640 s Apr 19 2016 MITak Industries. Inc Man Jul 31 12.49.52 2017 Pape 2 IO.ItiEL2vgrkv4uE JUYC2fFzkFng-HtYVuPEveo61 fkuffllDgNzGbWtwS5JC5MibsOysYx0 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at 0-4-0, 624 lb down and 174 lb up at 2-4-0. 624 lb down and 174 lb up at 4-4-0, 624 lb down and 174 lb up at 6-4-0, 619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up at 10.44, 616 lb down and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 14-4-0, 611 lb down and 221 lb up at 15.10-0.616 lb down and 209111 up at 17-10-0. 619 lb down and 210 lb up at 19-10-0. 616 lb down and 180 lb up at 20.7-4. 616 lb down and 180 lb up at 22-7-4. 616 lb down and 180 lb up at 24-7-4. and 616 lb down and 180 Ili up at 26.7-4. and 616 lb down and 182 lb up at 28-7-4 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, 4-5--60, 5-8=-6Q 1-8-20 Concentrated Loads (lb) Vert: 19=640(F) 20=624(F) 21-624(F) 22-624(F) 23--619(F) 24=-619(F) 25=-616(F) 26=611(F) 27= 611(F) 28=-616(F) 29"19(F) 30z616(F) 31=616(F) 32"16(F) 33=616(F) 34"16(F) O WARNING - Verify design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE 601.7473 rev 100312015 BEFORE USE. Design valid for use only with MiTekm connectors This design is bused Only upon parameters shown, and is for an xtdandual budding component, not a truss system. Before use, the buildup designer must venry the applrradely, of design parameters and property Incorporate this design into the overall buddng design. Bracing Indicated is to prevent bucking Of Individual truss web andfor Chord members Only. Additional temporary and Permanent bracing rs akvays required lot stability and to prevent collapse with possible persons) injury and property damage. For general guidance regarding the fabrics ion. storage, delivery, erection and bracing of trussaa and truss systems, see ANSVIP11 Quality Criteria. OSS49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Tens Piste Institute, 210 N Lee Street, Suite 312. Alexandria, VA 223ta. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Bartatona•A or C_TRAv T11721058 P2322ACT A2 HIP 1 1 ssel•Florlds Lumber, Bartow. FL 7.640 It Apr 19 2016 MTak Industries, tnc. Mon JN 31 12'49.53 2017 Page 1 IO:hiEL2vgrkv4uEJUYC2jfzkFng-146t51FXP5JuHuTSDRpSMaV swJNBbxMKOSSPsysYxC I 8-3.4 12-0-0 t&2-0 23.10.12 I 342-0t•2•Q 13.4 5-8-12 &2.0 S&12 63.4 t•0.0 30 = LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FSC2014frP12007 5x5 = 3 21 22 23 11 - 3x4 = 3x4 = 5x5 = 9 3x8 = Ise II Scene a 1.53.5 3x4 = CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TC 0.53 Ven(LL) -0.03 9.11 >999 240 MT20 244/190 BC 0.35 Vert(TL) -009 9.11 >999 180 WS 0.42 Horz(TL) 002 9 n/a n/a Matrix- M) Weight: 152 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-9 REACTIONS. ( lb/size) 1=604/Mechanical, 9=1533/0.3-8, 6=336/0.3.8 Max Horz 1=132(LC 10) Max Uplrft 1 148(LC 12), 9=353(LC 12), 6--115(LC 12) Max Grav 1=632(LC 21), 9-1533(LC 1), 6=391(LC 22) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-913/283, 2-19--841/295, 2-20=-417/177, 3-20=334/196, 3-21=0/392. 21. 22-0/392. 22-23=0/392, 4-23=0/392, 4-24-60/524, 5-24=71/385. 6-25=254/108 BOT CHORD 1-12-177/767, 11-12=177/767, 10-11-0/314. 9.10=0/314 WEBS 2-11=524/242, 3-11-82/436. 3-9=887/306, 4.9-5461241, 5.9=531/244 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; SCDL=3.Opsf; h=25ft; 8=45ft; L=30ft; eave=oft; Cat II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-" to 3-0-3, Intenor(1) 3-0-3 to 12-". Exterior(2) 124)-0 to 22- 5-3. Interior(1) 22-5-3 to 31-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with SCOL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 1, 353 lb uplift at joint 9 and 115 lb uplift at joint 6 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verfry dsslgri parameters and READ NOTES ON TN7S AND INCLUDED AIITEK REFERENCE PAGE A!0-?472 rev. 10,0212015 BEFORE USE. Design valid for use only with M(Tak® Connectors This design r3 based only upon parameters shown, and is for an individual budWng Component, not a truss system Before use, the building designer must verify the applicability of design parameters and property, IncorpOrne this design into the ovaraa buildup design Bracing Indicated is to prevent buckling of inflividual truss web and/or chord members arty. Additional temporary and permanent brocalg IS always required for stability and to prevent Cdlapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPII Quality Crlteda, OSS29 and SCSI Building Component 6904 Parke Fast Blvd. Satiny Information available from Truss Pate Inumne. 216 N Lee Strom, Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A of C TRAY T11721057 IP2392ACTA4HIP11 Job Reference (opbonall Mid -Florida Lumber, Bartow, FL. 7 WO s Apr 19 2016 MRek Industries, Inc Mon Jul 31 12V9-54 2017 Page 1 10:BiEj_2vgrkv4uEJUYC2lFzkfng-EGfGJ5GSAPRN21 enSKbvo3iRKdrnvxfVZgBhxlysYxB Sad 11-0G I 157-0 tat 0 2H-12 30-2.0 a Sao 52.12 4.1.0 4.1-0 S2.12 Sao 1J3-0 4x4 = 3x4 = 4x4 = Scale = 1:52.5 13 - 11 -- -- 10 9 3x4 = 10 II 3x4 = 3xS = 10 II 3x4 = 3x8 = LOADING (psq SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCOL 10.0 Lumber DOL 1.25 BC 0.46 SCLL 0.0 ' Rep Stress Ina YES WB 0.77 BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=632/Mechanical, 10=1556/0-3.8, 7-285/0-3-8 Max Horz 1-122(LC 10) Max Uplift 1=-156(LC 12). 10=356(1-C 12), 7-105(LC 12) Max Grav 1=656(LC 21). 10=1556(LC 1). 7=338(LC 22) DEFL. in (loc) Ildefl LJd PLATES GRIP Ven(LL) -0.0910-11 >999 240 MT20 2441190 Ven(rL) -0.21 10.11 >999 180 Horz(TL) 0.02 10 Na We Weight: 156 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc punins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-997/324, 2-20=930/335, 2-21--537/214, 3-21-458/232. 3-22=408/256, 4-22--408/256, 4-23=25/452, 5-23=25/452, 5-24=-80/554, 6-24-91/427 BOT CHORD 1-13=218/833, 12-13=218/833, 11-12=218/833 WEBS 2-11=484/237, 4-11=156/554, 4-10=-863/330, 5-10=472/193, 6.10=498/241 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=25ft, 8=45ft; L=30ft; eave=oft; Cat. II; Exp B; End., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 11-0-0, Extenor(2) 11.0-0 to 23-5-3. Interior(1) 23-5-3 to 31-2-0 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 1, 3561b uplift at joint 10 and 105 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARMNG • Verify daslgn parameters and READ NOTES ON Ties AND INCLUDED MITEK REFERENCE PAGE 11104 72 mv. 104"01S BEFORE USE. Design valid for use any with MITek® connector$ This design is based only upon paramatan shown, and is for an uMivioual building component, net a truss system. Before use, the bubo" designer must venty the applicability of design parameters and property incorporate this design into the overall ff building design. Bracing indicated is to prevent budklxig of individual truss web and/or chord members 0". AdddrOnad temporary and permaniam 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. traction and bracing at trusses and truss systems, we ANSVrPII Quality Cnteda. OSS49 and SCSI Building Component 6204 Parka East Bala. Stymy Information available from Truss Plate Institute, 218 N Lee Street Suns 312. Alexandria, VA 22314. Tamps, FL 38610 Job Truss Truss Type Ply Park SyBe cowne-A or CTRAY 10ty I T7172t056 P2392ACT A5 HIP 1 1 all Mid-Florlde Lumber, Bartow, FL. 7.640 s Apr 19 2016 MRfk Industnes, Inc Mon Jul 31 12:49'54 2017 Page 1 IO:IOEL2vgrkv4uEJUYC2/Fzkfng-EGIGJSG9APRiv2l enBKhvo3hfKYVw?FVZgBWysYx13 44-.4 ( •PI 21.2-0 ( -0-09. 4492.112 i0 6.1.0 252%2 Jt•2.0. 4- a4 1.40 3x5 = 4u1 = 34 = 4x4 = 13 - 11 10 9 3x8 = 3x5 = 1 x4 I I US = auto + s+ 0 1e 10 0 2+•2 0 3a2-0 11 LOADING ( psf) SPACING- 2-041 TCLL 200 Plate Grip DOL 1.25 TCOL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FSC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 'Except' 7- 12: 2x4 SP No.1 WEBS 2x4 SP No 3 CSI. DEFL. in (loc) Udefl Ud TC 046 Vert(LL) -0.13 9-19 >999 240 BC 0.80 Vert(TL) -0.38 9-19 >361 180 WB 0.54 Horz(TL) 0.08 7 n/a n/a Matrix- M) REACTIONS. ( lb/size) 1=1067/Mechanical, 7-104610-3.8, 10=360/0.3-8 Max Horz 1=101(LC 10) Max Uplift 1=254(LC 12), 7=-276(LC 12), 10=-87(1.0 12) Scale - 1:52.5 3x5 = PLATES GRIP MT20 2441190 Weight: 149 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. FORCES. ( lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1872/680, 2-20=1806/694, 2-3=1599/583, 3.21-1389/569, 21-22-13891569, 4- 22-1389/569, 4-23-1168/492. 23-24=1168/492, 5.24=11681492. 5-6=1357/498. 6- 25=1585/612, 7-25=1638/599 BOT CHORD 1-13=547/1624, 12-13=400/1604. 11-12-400/1504. 10-11=-400/1504, 9-10=40011504, 7- 9=483/1418 WEBS 2-13=282/218, 3.13=94/425. 4-13-262180, 4-9-513/178, 5.9=56/348, 6.9=-294/222 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-25ft; B-45ft. L-3011; eave=oft, Cat. II; Exp B, Encl.. GCp1z:0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3.0-3. Intenor(1) 3-0-3 to 9-", Exterior(2) 9-0-0 to 25.6-11, Interior( 1) 25.6-11 to 31-2-0 zone;C-C for members and forces 3 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 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 1, 276 lb uplift at joint 7 and 87 lb uplift at joint 10. 8) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. b 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 parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 41114173 rw. /4003Q0/S BEFORE USE. 1 Design valid lot use only with MIT*kS connectors This design is based only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into Ilse overall Oudoing design. Bracing indicated is to prevent buckling of indrviduai was web and/or Chord Plaintiffs *toy. Additional temporary and permanent bracing MIER IsakgysrequiredforstabilityandtopreventcolapsawanpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, detivary, erection and bracing of trusses and truss systems, sea ANSUTPII Quality criteria, OSB49 and SCSI Building Component 6904 Parke Fact BhC. Safety Information available ham Truss Pate Institute, 216 N Lee Street, Suite 31Z Alexandria, VA 22314. Tamps, FL 366t0 Job Truss Truss Type Oty Ply Park SyBaroaana-AorC TRAv T1172t059IP2392ACTA6HIP11 all Mx1•FbMa Lumber, Banow, FL 7.640 s Apr 19 2016 MRek Industries, tic. Mon Jul 31 12.49.56 2017 Page 1 Ill:IbEL2vgrkv4uEJUYC21Fzkfng•AenOkmHP10hSSMBOuZN9 08z6BL.rOproO_go?BysYx9 r T 140 3&4 I I ' 20 I93092.4, 0 313( 2& 32. 12 4 3.1- 4- a 1t P 20O 44 = 1x4 11 axe = Ix4 11 4x8 = S c a l ea 1.53.7 15 15 14 13 12 30 = 3x4 = axe = 5x5 = axe = 3x4 = 3x4 = LOADING (pso SPACING- 2.0-0 CSI. OEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.72 Ven(LL) -0.06 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.12 15-16 >999 180 BCLL 0.0 ' Rep Stress Inn NO WB 0.92 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FSC2014/TP12007 (Matrix-M) Weight: 161 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc puffins. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1089/0-3.8, 13=2966/0.3.8, 10=381/0-3-8 Max Horz 2. 82(LC 24) Max Uplift2-328( LC 8), 13=-879(1-C 8). 10=118(LC 8) Max Grav 2= 1099(LC 17), 13=2966(LC 1). 10=398(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=1862/555. 3-4=16661508, 4-23=1184/396, 23-24-1184/396. 5-24-1184/396, 5.25-1184/396, 6- 25=1184/396, 6.26=-271/1096, 7-26=271/1096. 7-27--271/1096, 27-28=271/1096, 8- 28=271/1096, 9.10=369/108 BOT CHORD 2-16=428/ 1620, 16.29-357/1483, 29.30=-357/1483, 15-30=-357/1483, 15.31=-65/287, 14-31-65/287, 14- 32=-65/287, 13-32-65/287, 10.12-321298 WEBS 4-16=-69/595, 4-15 =3961109, 5-15-489/251. 6-16-383/1277. 6-13-1894/556, 7-13-511/258, 8- 13-1506/438, 8-12-74/608 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: BCOL-3.0psf; h=25ft; 8-45Q; L=30ft: eave=4h; Cat. II; Exp 8; Encl.. GCpi=0. 18; MWFRS (directional); 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 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 24.0 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 328 lb uplift at joint 2, 879 lb uplift at joint 13 and 118 lb uplift at joint 10. 7) "Semirigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at 74)-0, 111 lb down and 106 lb up at 9-0-12. 108 lb down and 106 lb up at 11-0.12. 105 lb down and 106 lb up at 13-0.12. 105 lb down and 106 Ib up at 15. 1-0, 105 Ib down and 106 Ib up at 17.1.4, 1081b down and 106 Ib up at 19-1-4, and 111 Ib down and 106 Ib up at 21-14. and 189 lb down and 206 lb up at 23-2-0 on top chord, and 327 lb down and 97 lb up at 7.0-0. 66 lb down at 9.0-12.66 lb down at 11-0-12. 66 lb down at 13.0-12, 66 lb down at 15-1-0, 66 lb down at 17-14. 66 lb down at 19-1.4, and 66 Ib down at 21-1-4. and 327 Ib down and 97 Ib up at 23-14 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARN/NO • Verify daslpn paremerere and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PACE a9H7173 rev. f0A13/2015 BEFORE USE. 1 Design vllnd fat use only with MITekm connectors. Tha design is based only upon parameters shown, and is lot an MdrAdual buildup Component 1101 a truss system. Before use. the budding designer must verily the applrJtblldy of design Parameters and properly incorporate this design into the overall Ram bWdmg design. Bracing indicated istopreventbucklingofnMwndueltrusswebandforchordmembersdory. Additional temporary and permanent bracing is always required for Stability and to prev41111 collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delhoery, erection and brsong of trusses and truss systems, see ANSVTPII Quality Criteria, OSB-89 and SCSI Building Componem 6904 Parke East Shod Safety Information militate from Truss Plans Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36810 Job Truss issType Ory Py Park Sgfttceena•A or C_TRArT11721059 P2392ACT A6 Plp t 1 Mid-Flonnds Lumber, Barlow. FL. I -- a npr r• N rid mr an muuarnq, Inc. man eu. a - • r-e- 10:UiEj_2vgrkv4uEJUYC2jFzkfng-AerlOkmHP10hS8M80uZN9 08268LrOpro0_go')8ysYx9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1.4=-W. 4-8--60, 8.11-60, 17-20-20 Concentrated Loads (lb) Vert: 4=-142(F) 8 =142(F) 16=327(F) 14=-41(F) 6=97(F) 12=327(F) 23=97(F) 24=97(F) 25-97(F) 26=97(F) 27=97(F) 28=97(F) 29=41(F) 30=-41(F) 31=41(F) 32-41(F) 33=41(F) 34=41(F) fOWARNING - Verify design parameters and READ NOTES ON T OS AND INCLUDED MITEK REFERENCE PAGE MIb7472 rev. 1603l7015 BEFORE USE. Design valid for use only with MTek® COnueCtofs This design is based only upon parameters shown. and is lot an individual Wilding Component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly NCorporate this design Into the Overall ausdrng design. Bra" indicated a to prevent buekidtg of individual truss web andlor urord members only Additional temporary and permanent bracing is always regaled for stability end to Prevent collapse with possible personal injury and property damage. For general guidance regarding tie fabrication, storage, delivery, erection and bfacop of trusses and truss systems, see ANSUTPII Ouality, Criteria. OSO49 and SCSI Building Componem 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sglasmillona•A of C TRAy T71721080IP2392ACTB1SPECIAL12Job Mid-FwMa Lumber. Barrow. FL. 7 640 t Apr 19 2019 Mrrok Industries. Inc. Mon Jul 31 12 49.57 2017 Page 1- 10:ltiEj_2vgrkv4uE JUYC2jFzkFrlgerLOx6l2TKpJm WmOSHuOXOgSYXYP7FCyFOOLYdysYx8 12-W t00 u-11 11a3 1tOJ 2.341 2.34 2.34t 2.3d 2.s.d a1-12 State e 149 4 1i 1.Sx4 = tx4 II 5 tx4 II 3x4 = 21 20 19 13 17 18 15 14 13 2x4 II 4x12 = 20 II 7xS MT20HS = 3x4 = 3x10 = 20 II 4x4 = 3x8 = 12-04 4.11 6243 124-0 1 4 1 10 17 d ta•7a 21.1a12 24141 4.4.1/ 1t03 }10J 2.3-a 2.3-0 2-3d 2.3-0 2. LOADING (psf) SPACING- 2-04) CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.00 TC 0.93 Ven(LL) 0." 18 >664 360 MT20 244/190 TCDL 10.0 Lumber OOL 1.00 BC 085 Ven(TL) 1.05 18 >277 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 098 Horz(TL) 0.08 13 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 316 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11.10 oc purlins, BOT CHORD 2x6 SP OSS except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. 8-18.8-16.11-15,11-13: 2x4 SP No.2 WEBS 1 Row at midpt 6-20 REACTIONS. (lb/size) 13=1607/0-4-0, 2=1448/0-8-0 Max Horz 2=187(LC 12) Max Uplift 13-79(LC 12), 2-176(LC 12) Max Grav 13=1972(LC 2), 2=1518(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25-2897/676, 3-25=2868/685. 3-4-27811684, 6-7-11675/3103. 7-27=1167513103, 8.27-11675/3103, 8.28=-8250/1728, 9-28=8250/1728. 9.10=8250/1728, 10.29=-8250/1728,11-29=-8250/1728 BOT CHORD 2-21=-793/2599. 20-21=793/2599, 19-20=2939/10756. 18.19=3046/11148, 17-18=2846/ 11842, 16-17--2846/11842, 15-16=1728/8250. 14-15=731/3980, 13-14--731/ 3980 WEBS 4-20=- 751/2914, 6-19=11121305, 6-20= 8533/2277, 4-6=31281921. 7-18=-482/208, 6.18=131/ 1029. 8-17=267/1040, 10.15-547/94, 11-14=-450/145, 8.18=418/307, 8-16=3896/ 1213, 11-15-1081/4668, 11-13=-4066/748 NOTES- 1) 2- py truss to be connected together with 10d (0.131'x3") nails as follows, Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind, ASCE 7.10; Vull=140mph (3-second gust) Vasd-108mph; TCOL=4.2psf; SCOL-3.Opsf; h=15ft, B-45ft; L-2411, eave-411; Cat. II; Exp B; End., GCpi=O 18; MWFRS (directional) and C-C Exlerior(2) -14)-0 to 2-0-0, Interior(1) 2-0-0 to 11-114, Exterior(2) 12-1-0 to 15.0-10 zone;C-C for members and forces E MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL-1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies Of this document are 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will not considered signed and sealed and fit between the bottom chord and any other members the signature must be verified on 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 13 and 176 lb uplift at any electronic copies joint 2. 10) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QWARNING • Verily design parameters and READ NOTES ON Tr05 AND INCLUDED MIfEK REFERENCE PACE MO•I472 rw. f0A13Q015 BEFORE USE. Design valid for use only with MITek® connectors. This design is bated only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must venry the applicability of design parameters and property incorporate this design into the overa9 budding design. Bracing indicated is to prevent buckling of individual Voss web and/or Cord members only. Additional temporary and perinanent ofactng is always sign. j Tired for stability and to prevent collapse won possible personal injury and property damage. For general guidance regarding the fabrication. 00r094, datwery, erection and bracing of trusses and truss systems, sea ANSVrPll Quality Crlterla. OSS49 and SCSI Building Component 6904 Parke East BIvid Safety Information available from Truss Plate Institute, 218 N. Lea S7ree1, Suite 31 Z Alexandna. VA 22314. Tamps, FL 36610 Job Truss Truss Type aty Ply PaSoUrcelena-A Or C_TRAY T11721080rk PM92ACT 81 SPECIAL 1 2 b Reference (optimal) Mid- Florda Lumber, Barlow, FL. 7 640 s Apr le 2016 MITak Industries, InC Mon Jul 31 12-49,57 2017 Pape 2 10: IuEL2vgrkv4uEJUYC21Fzkf rig-erLOx612TKpJmWmOSHuOXOg5YXYP7FCyfeOLYdysYx8 NOTES- 12) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.00, Plate Increase=1.00 Undoml Loads (ply Van: 1-5-60. 6-7-90, 7-12-90, 2-13-20 Concentrated Loads (lb) Vert: 7-706 O WARMNO • Verify design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PACE M/0-7473 rate. 14,03/2015 BEFORE USE. Design valid for use only with MrrebA Connectors. This design is baud only upon parameters shown, and is lot an mOAldwl budding Component, not a truss system Before use, the budding designer must verify the applicability et design parameters and property incorporate this design into the overall building design. Bra" mdrCated is to prevent tluCltlmg Of individual truss web and/or ctend members" Additional temporary and permanent braerng Is always required for stabkq and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrttubon, storage. delivery. ereaan and braang Of trusses and truss systems, see ANSVIPIt Quality Crharla, OSB49 and SCSI Building Component SON Parke East BIW. Safety Information available tram Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa. FL 36810 Job Truss Truss Type Oty Ply Park Sglltarcelona-A or C_TRAY T1172108tIP2392ACT82SPECIAL1A iall Mio-Fkxga Lumoer, Banow, FL. 7.640 s Apr 19 2016 Mnak IrWustnes. Inc. Mon Jul 31 12.49:5a 2017 Papa 1 ID ltiEL2vgrkv4uEJWC2lFzkfrq-61vm9SJgEdxANILPO Pd3e0FgxwvsiR5U19v44ysYx7 I.1-0-0 11.0.0 1 12-7-8 1 14.10.14 i 17.4-0 1 19.7•A 21.10.13 24.4-0 1.0.0 59.4 S2.12 1.7.8 2.3.8 2-52 236 237 2•S3 5x8 MT18HS = 3x4 II Scale - 1:44.5 h 3x4 = IV io a io in i 12 2x4 II 4x4 II 700 MT20HS = 2.4 I1 2x4 II 404 = 3x4 11 SIB MT18HS = LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.45 16-17 >642 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) 1.09 16-17 >265 240 MT20HS 187/143 BCLL 00 ' Rep Stress Inv NO WB 0.98 Horz(TL) 0.07 12 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 300 lb FT - 20% LUMBER- BRACING - TOP CHORO 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-10 oc purlins, except BOT CHORD 2x6 SP OSS end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. 5.17.4-18,6-18 2x4 SP No.2 REACTIONS. (lb/size) 12-1597/0.4-0, 2=1456/0-8-0 Max Horz 2=324(LC 12) Max Uplift 12-100(LC 12). 2=166(LC 12) Max Grav 12-1993(LC 17). 2=1549(LC 17) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=30461688. 3-22=2996/702. 3-23=2344/529, 4-23-22791540, 6.17=-4361190, 6.24=-11552/ 2967, 7-24=1155212967, 7-25-11552/2967. 8-25=11552/2967, 8-9=879711963, 9.26=3757/739, 10.26-3757/739, 10-11=3757/739, 11-12=1673/325 BOT CHORD 2- 19=982/2812, 18-19=982/2812, 17-18=3332/11828, 16.17-3588/12560, 15-16=-196318797. 14-15-196318797. 13-14=1963/8797, 12-13-531274 WEBS 3.19= 38/386. 3.18=761/284. 4.18-2037/7504, 8.15-1157/357, 9-14 401/1522, 7-16=357/ 50, 6.16=-1197/667, 8-16=1080/2962, 9-13=5464/1327, 11-13=-745/3777, 4-6=6938/ 2046, 6-18=11675/3137 NOTES- 1) 2- ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Except member 18-6 2x4 - 1 row at 0-7-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads noted as (F) or (8). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind. ASCE 7-10; Vufl=140mph (3-second gust) Vasd-108mph: TCDL=4.2psf; BCOL-3.0psf: h=15ft: B-45ft: L-24ft: eave=oft; Cat. II; Exp B, End., GCpt=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 11-". Exterior(2) 11-" to 12-512, Interior( 1) 12.512 to 24-2-4 zone,C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL-1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 12 and 166 lb uplift at pint 2. 10) " Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design parameters and READ NOTES ON rids AND INCLUDED M7EK REFERENCE PAGE 11104473 rev. 140=015 BEFORE USE. Oesign valid for use only on MlTak b connectors This design is based ony upon parameters shown, and is for an xldrmual budong component, his a truss system Before use, the bullddlg desipnet must verity, the appliublmy of design parameters and progeny mwrporate this design into the overall building design. Bracing indicated is to prevent bueldng of individual truss web and/or Chord members ony. Additional temporary and Permanent bradng{' is always required for stability and to prevent collapse wdh possible personal injury and property damage. For general guidance regarding tins F1r19 fabrication, suinge, delivery, erection and bracing of trusses *no truss systems, tee ANSVIPH Quality Criteria, OSS49 and SCSI Building Component 6904 Parka East BM Safety information available from Truss Puts Insidrda. 218 N. Lea Street. Suds 312. Alexandria, VA 22314. Tamps, FL 38610 Job Truss Truss Type Dry Ply Pan SglBarcalona-A or C_TRAY T11721061 P2392ACT 82 SPECIAL 1 n MId-FWM Lumber, Banwv, FL. 7.640 6 Apr to zutb will ea i austnes, arc Mon Jur it iz-4V 0a 2ul i rage z ID:0iEL2vgrkv4uEJUYC2iFzkFng-61 vmgSJgEdxANILPO_Pd3eDFgxwvsiRSU19v44ysYx7 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1.4-60. 4-5=-60, 6-11-90, 2-12-20 Concentrated Loads (lb) Vert: 6=706 O WARNING • Verily design parameters and READ NOTES ON DOS AND INCLUDED MrEK REFERENCE PAGE MO.7473 rev. 10410112015 BEFORE USE. Oesign valid for use only with Mfrek* Connection; 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 veiny the applaabllay, of design parameters and property incorporate this design into the overall budding design: Bracing donated is to prevent bucWmg of knEtvrdual tons web and/or Chord members only Additional temporary and permanent bracing is always required for stability are to prevent collapse wan possible personal injury and property damage. For general guidance regarding the War hiontatan, storage, delivery, merlon and bracing of trusses and truss systems, we ANSUTF41 Quality Criteria. OSS49 and SCSI Building Component 6904 Perm East Blvd. Safety Information available hom Tens Pima Insiduie, 218 N Lee Street, Sued 312, Alexsndna, VA 22314. Tampa, FL 38610 Job Truss Truss Type oty Ply Park SplBamelona-A or C_TRAY T11721082IP2392ACT83SPECIALtn MrG•FrOraa Lumber, e11110w, FL 1.049 a Apr 111 Zulu mattit Industries, me Moll Ju131 IZVv 3v zow Page 1 ID:IOEL2vgntv4uEJUYC2jFzkFng4DT9MoKI?x31 ?pwbZhwscrmPILGV bBGEiyvScWysYx6 1n ao , 4.g 4 I Boo 12a e i 14_to-14 1 17 tea•6 i 21.10.13 1 2 1.00 1 14 12.12 37.6 2-3 6 2-5.2 2.36 2.37 2•S3 4's = 4 24 1.Sx4 II 255 Scale a 1.44 5 3x4 = 2x4 II Sx10 = 4x4 11 7x10 MT20HS = 2x4 II 2x4 II 401 = 3x4 II 4-a4 &QD 12.7.8 11:*4 17.4-0 ta7-0 21•ta13 24.4-01 1•&1 4.2.12 37-6 2.3.8 1 I 1 2.5. 1 3 Plate Offsets (X.Yt- 12:0-1-B.Edoel. 14:0.5-4.0-2-01. I6.0.2-8.0-3.41. 16:0-4-12.0-4-81 LOADING (psf) SPACING. 2-" CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 098 Vert(L-) 042 16-17 >695 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) 1.00 16-17 >289 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inn NO WB 0.87 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FSC2014/TP12007 Matrix-M) Weight: 294 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc puffins, except BOT CHORD 2x6 SIP DSS end verticals. WEBS 2x4 SIP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 6- 18. 20 SP No.2 REACTIONS. ( lb/size) 12-1597/0-4-0, 2-1456/0.84) Max Hors 2=263(LC 12) Max Uplift 12-90(LC 9). 2-178(LC 12) Max Grav 12-1981(LC 17), 2=1547(LC 17) FORCES. ( lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=2977/744, 3-22=2948!/54, 3-23=2710/690. 4-23-2660/701, 6-17=553/216, 6. 26=11461/2851, 7-26=11461/2851, 7-27=11461/2851. 8-27=-1146112851, 8- 9=8730/1887, 9.28=3734/713, 10.28=3734f713, 10.11-3734/713, 11-12-1663/314 BOT CHORD 2-19=960/2740, 18-19=960/2740, 17-18-3211/11645, 16-17=3414/12307, 15- 16=1887/8730, 14-15=-1887/8730, 13.14--1887/8730, 12-13=51/272 WEBS 3-16-347/155, 4-18=898/3431, 4-6=3414/1032, 6-18=9438/2454. 8-15=1156/346. 9. 14-385/1509. 7-16=344/43, 6-16=1 101 /605, 8-16=1036/2936. 11-13=717/3753, 9- 13=-5417/1273 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 0-7-0 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 (8) 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, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL-3.Opsf; h-15ft; B=45ft: L-24ft; eave-4ft; Cat. If: Exp 8: Encl.. GCpi=0.IS: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-", Interior(1) 2-" to 9-0-0, Exterior(2) 9-0-0 to 12.04. Interior( 1) 12-5-12 to 24-24 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 12 and 178 lb uplift at joint 2. 10)' Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies r O WARNING • Vw*V dargn parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE M11-7473 raw. 1000L1015 BEFORE USE. Design valid for use only with MiTek® wnneaont. This design is based only upon parameters shown, and is for an uvlrodual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate Cho design into the overall building design. Bracing indicated is to prevent buckling of rndrvrdwl truss web and/or cttoro drawlmembers onlyAdddoneltemporaryandpermanentdragis always required for stability and to prevent collapse with possible personal uqury, and properly damage For general guidance regarding the fabncatwn, storage, delrvery, erection and Mang of trusses and truss systems, a" ANSVrPH Quality criteria, OSS49 and SCSI Building component 6101 Parke East BIvtC. Safety Information available from Truss PWe lnetnas, 216 N. toe Street. Sude 312. Alexandria, VA 22314 Tamps, FL 36610 Job Thus Truss Type Qry Ply Park SgGercebna•A or C_TRAY 1 T71721082 P2392ACT 83 SPECIAL 1 s Job Reference loptional) Md• lorlda Lumbar. Banow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase=1.00, Plate Increase= 100 Uniform Loads (plf) Vert: 1-4=6D. 4-5=60, 6-11-90, 2-12-20 Concentrated Loads (lb) Vert: 6-706 I.tKU s Apr 111211lb MiieK IneYAnft. UK. Merl JUI 31 1LAtr:W LU1 r vage L I D: bnEL2vgrkv4uE JUYC2jFzkFngaDTSMoKl?n31?pwbZtmscrmPILGVbBGEiyvSeWysYu6 O WARNING • Verify design parametan and READ NOTES ON TIOS AND INCLUDED MTEK REFERENCE PAGE NH-7473 rev. 10ib12013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters mown, and is for an indNidual budding Componmd, not a truss system. Before use, the building designer must verity the applcabilny of design parameters and property incorporate this design into the overall Duang design Bracing indicated is to proven buceGp of mdwidual truss web andlor ended members only. Additional temporary and permanent bracing KftealwaysrequiredforstabilityandtopreventcollapsewdnpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe IabriCation, storage, delivery, areabn and tiraong of trusses and truss systems, sae ANStrrP11 Quality Crkarta, DSO-89 and SCSI Building Component 6904 Parka East Bard Safety Information available from Truss Pact Institute. 218 N. Lee Street. Suite 312. Alexandra. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SgiBarafons-A or C_TRAY T 11721063 P2392ACT 64 SPECIAL all Mid -Fonda Lumber, Sandw. FL. 7 640 It Apr 19 2016 MTek Induetnes, Inc Mon Jul 31 12 50 00 2017 Page 1 -- ID:kiEL2vgrkv4uEJUYC21Fzkfng•201 XaSKwmFBudzVo7PR593la2lbWKcYOxeeWyysYx5 1& 0- 0 I11:04 236 I 212.S32I403& 4 15. 2 24.4. 31Y0 Scab e144. 5 site = 44 = 2x4 II 4 24 5 25 a n cu is ry a 13 3x4 = 2x4 II 3x4 = 8x10 = 4x4 I I 8xl2 MT20MS = 2x4 II 3x8 II 4x14 = 3x4 II 3.1 4 7•QO 9.11-e 12&-0 148 3 24" 2.5.3 I3.9.4 32.12 2.11$ I 2 2} 7A I I21 I2-a Plate Offsets X. YI- 14:0-5-4.0-2-01. f7-.0.3-0.0-3-41, 19 0-3-8.0-1-81. 114 0-4-4.0.2-01. 117:0.5-12.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.98 Ven(LL) 0.43 17-18 673 360 MT20 2441190 TCDL 10.0 Lumber OOL 1.00 BC 0.83 Ven(TL) 1.04 17-18 280 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 HOrz(TL) 0.08 13 n/a We SCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight. 446 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD 7'12: 2x4 SP No.t BOT CHORD 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3'Except' 6-18.7- 19: 2x4 SP No.2 REACTIONS. (lb/size) 13=2528/0-4-0, 2=2354/0-8-0 Max Horz 2- 202(LC 8) Max Uplift 13- 341(LC 5). 2=-446(LC 8) Max Grav 13- 3511(LC 2). 2=2377(LC 2) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=4887/867, 3-4=4709/874, 4-24=5381/945, 5.24=5381/945. 5.25=337/33, 6-25-337/ 33, 7-18-2051294. 7-26=18907/2802, 8-26=18907/2802. 8-27=-1890612802, 9-27-18906/ 2802, 9.10--14347/1823, 10.11--6255/683, 11-12=6255/683, 12-13=-2675/ 295 BOT CHORD 2- 21-917/4349. 20-21-917/4349, 20.28=862/4198, 19.28=-862/4198, 19-29=3135/ 18868, 18-29=3135/18868, 18-30=3310/19949, 17-30=3310/19949, 17-31=1823/ 14347, 16-31-1823/14347, 16.32=1823/14347, 15.32-1823/14347, 15-33=-1823/ 14347, 14-33=-1823/14347, 14-34=-47/442, 13-34= 47/442 WEBS 3-20= 263/66, 4-20 =70/497, 4-19=234/1852, 5-19=771/4826, 5-7=7126/1292, 7-19=-14428/ 2273,9.16=1692/344,10.15=-363/2648,8-17=-263/40,7-17=-2105/546, 9-17-105315188, 12-14--689/6303, 10-14L8774/1236 Structural wood sheathing directly applied or 2- 4-4 oc punins, except end verticals Rigid ceiling directly applied or 10-0. 0 oc bracing. NOTES- 1) 3-ply truss to be connected together with 10d (0.131"4") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows, 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies• except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10. Vuit=140mph ( 3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. It: Exp 8, Encl.. GCpi=0.18, MWFRS ( directional); Lumber DOL=1 60 plate grip DOL-1.60 5)'Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 13 and 446 lb uplift at QWARNING - Vrily design paramefers and READ No7E5 ON rNIS AND INCLUDED AOTEK REFERENCE PAGE Mll•7473 rev. f0,03/2013 BEFORE USE. Design valid for use only with MTakO connectors This design is based only upon parameters shown, and is roc an xidwidual building component, not a pass system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing radiated is to prevent buckling of Individual truss web artd/r chord mernbera only. Additional temporary and permanent bracing is always required for etabo" and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication. storage, delrwry, erscton and bracing of trusses and truss systems. ass ANSVrPl1 Quality Criteria, OSS49 and SCSI Building Component Safety Information available from Truss Plate institute. 218 N. Lee Street, Suds 312. Alexandna. VA 22314 n b A Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Sled Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglBarcabn -A atC TRAY T11721063 P2392ACT 94 sPEc1AL 3 Mid-Flonds Lumbar, Bartow. FL. 7.640 6 Apt le 2016 MiTek Industries, tnc Mon JYI 71 lz:*wuu zui r rage z ID IUEL2vgncv4UEJUYC2jFzkFng-201Xa8KwmFBudzVo7PR593la2lbWKcYOxce08yysYxS NOTES- 10) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0. and 97 lb down and 106 lb up at 9-0-12, and 97 lb down and 106 lb up at 11.0-12 on top chord, and 327 lb down and 97 lb up at 7-0-0. 66 lb down at 9-0-12. 66 lb down at 11.0-12, 344 lb down at 14-9-12, 344 lb down at 16.9.12, 344 lb down at 18-9-12. 344 lb down at 20.9-12, 344 lb down at 22.9.12. and 354 lb down at 24-2-4. and 1136 lb down and 201 lb up at 12-9-12 on bottom chord. The designifselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert. 14=60, 4-6=60, 7-12=75, 2-13=20 Concentrated Loads (lb) Vert: 4=142(8) 7= 460 13=89(8) 20=327(8) 17=-79(8) 24=97(B) 25=97(8) 28=41(8) 29--41(8) 30z1021(F) 31-79(13) 32-79(B) 33=79(8) 34-79(B) 0 wARN1NG - vrmy, design parameters and READ NOTES ON n4S AND INCLUDED AOTEK REFERENCE PAGE Mf4747J tw. 10411L2015 BEFORE USE. M s Design valid for use onry with WSW connector$. This design is based only upon parameters shown, and is rat an individual budding component, not man a truss system. Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual WAS 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 an fabrcstron. storage, delivery, erection and bracing of trusses and sots systems, sea ANSM11 Quality Criteria, OSS419 and SCSI Building ComPonent 8904 Parke East MA Safety Information available from Truss Plate institute. 218 N. Lea Street. Suite 312. Aexendris. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SglBatcasowA of C_TRAY T 11721054 P2392ACT C1 COMMON 1 1 Job 1 Id d-Flonds Lumber, Barrow, FL 7 640 a Apr 19 2016 MRak InduaMaa, Inc. Man Jul 31 12:50,01 2017 Page 1 ID.ItiEL2vgrkv4uEJUYC2jFzkFng-WcavnULYWYKIE74 h6yKhGrwE9or3GbxAGOZhOysYx4 5-f 4 11.60 162.12 + 22.00 ,23.64 I 14)-0 5-9-4 5.2-12 5.2.12 5.9-4 4x4 = 3x4 = 3x4 = 3x4 = 3x4 = 30 LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCDL 100 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrPI2007 REACTIONS. (lb/size) 2-940/0.8-0, 6-940/0-8-0 Max Hoe 2-115(LC 10) Max UpIrI12=18l(LC 12), 6=181(LC 12) Scale - 1:40.2 CSI. DEFL. in (loc) Vdeft Lid PLATES GRIP TC 0.31 Ven(LL) -0.05 8-10 >999 240 MT20 244/190 BC 0.50 Ven(TL) -0 17 8-10 >999 180 WB 0.18 Horz(rL) 005 6 n/a n/a Matrix-M) Weight: 101 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9.11 oc purllns BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=1453/431, 3.17=-1387/448, 3-18=1285/439, 4-18=1208/450, 4-19=1208/451, 5-19=1285/439, 5-20=1387/448, 6-20=1453/431 BOT CHORD 2-10=-306/1240, 9-10=-141/833, 8-9=141/833, 6-8=324I1240 WEBS 4-8=146/476, "-309/196, 4-10=-145/476, 3-10=309/196 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, BCOL=3.0psf; h=15ft, B=45ft, L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Extedor(2) 11-04) to 14-0.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplrft at pint 2 and 181 lb uplift at joint 6. 6) "Semi -rigid pkchbreaks including heels" Member end rixrty model was used in the analysis and design of this truss. 1, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies D WARNING - VaMo only with U(Tek* fara and READ NOTES ON au AND INCLUDED AOTEK REFERENCE PACE Ma-7Q3 rev. budding cam 15 BEFORE USE. 1 Design vase for we any with MiTekm connector*. This dasgn n Da300 OMy upon paramatan arown, and is Obi an individual buadmp component, not a truss $"am Before use, the building designer must verify the applicability of design perametera and Property rMafparate this design into the Ovsfab building design. Bracing Indicated is to prevent buckling of individual truss web sharer 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, election and bracing of trusses and truss systems, see ANSIRPI7 Quality Criteria, OSS40 and SCSI Building Component 6904 Parke East Blvd. Safety Information available ham Truss Plate Insidide, 2le N Lee Stfeel, Suite 312. Alexander. VA 22314. Tamps, FL 36630 Job Truss Truss Type Qty Ply Park SglBarubna-A or C TRAY Ttt721085 P2392ACT C2I HIP 1 1 Job Reference loofionall W&Fldrtds Lumber, Sanow, FL. 7.640 / Apr 19 2016 Mrrek Industries, InC Mon Jul 31 12:60.01 Z017 Page 1 ID:IGEL2vgrkv4uEJUYC2jFzkFng-WcavnULYWYKIE74 h6yKhGrxs9yd3G2XAGOZhOysYx4 i 4.9.4 9.0.0 13.0.0 17-2.12 22.0-0 }23-0A 40 4.9•d 4.2.12 4.0.0 4.2.12 4.9.4 1.40 1N 4x4 = 4XS = scale - 1:404 3x5 3x8 =3x4 = 314 = 3x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2014/rP12007 REACTIONS. (lb/size) 2=940/0.8-0, 7=J40/0-8-0 Max Hors 2=96(LC 11) Max Uplift 2=181(LC 12). 7=181(LC 12) CS1. DEFL. in (loc) 11den Ud PLATES GRIP TC 0.21 Ven(LL) -0.12 9-17 >999 240 MT20 244/190 SC 0.71 Ven(rL) -0.33 9.17 >804 180 WB 0.15 Horz(TL) 0.05 7 n/a n/a Matrix-M) Weight: 108 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-10 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=14581558, 3-18=1406/572. 3.4-1172/456. 4-5=9991455. 5-6=1171/458, 6-19=1406/572. 7-19=1458/558 BOT CHORD 2-11- 439/1258, 10-11-251/998, 9-10=-2511998. 7-9=-446/1257 WEBS 3-11-3041222.4-11=71/291.5-9=-65/291,6-9-304/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vull=140mph (3-second gust) Vasa=108mph; TCDL-4.2psf; BCDL=3.Opsf; h=15f1; B-45f ; L=24ft; eave=oft; Cat. If: Exp B; End , GCpi=O.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 240-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-0-0, Intenor(1) 17- 4-11 to 23-0-0 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 2 and 181 lb uplift at joint 7. 7) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 2 4 I Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design pararnetars and READ NOTES ON IM AND INCLUDED AOTEK REFERENCE PAGE A10.7473 rev. f0we37T015 BEFORE USE. Design vabd (of use only with MTek® connectors. This design is based only upon parameters shown, and is for an itdmdual building Component• rip a truss "am. Before use. the building designer must verify the appliublby of design parameters and propel incorporate this design imo the overs9 budding design. Bracing indicated is to prevent Welding of individual truss web andfor Ubrd members only. Additional temporary and permanent bracing is always required for stood" and to prevent collapse won possible personal injury and properly damage. For general guidance regarding the Le fabncali0n, aorage, dellVary, et4dadn and braang of trusses and truss syetems, sea ANSVTPII Quality Cntana, OSS49 and SCSI Building Component 6904 Parka Fast SW Safety Information available from Thus Plate Institute, 218 N Lee Street. Suite 312; Alenndna. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SglBarcelons-A or C_TRAY I Tt172t066 P2392ACT C3 HIP 1 1 Job Reference (optional) MKI HQMS Lumder, barrow, L 7 540 a Apr 19 2019 MTek Industries. Inc MOn Jul 31 12*50.02 2017 Page 1 10: kIEL2vgrkv4uEJ UYC21FzkFng-?o8H_gMAHsScsHfAFgUZEU035YHBohphOv76DrysYx3 100 . 394 I )OO 1100 15a0 tb2-t2 22-00 123001 1• tY0 3&4 3.2.12 4 0 400 3.2.12 3a4 1.00 Scale = 1 ,401 4x4 = 34 = 04 = 3x5 = 3x8 = 40 = 1x4 II 3x8 = 34 = LOADING ( psf) TCLL 20.0 TCDL 10.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber OOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.43 BC 0.81 WB 0.31 Matrix- M) DEFL. in (loc) Udefl Lid Ven( LL) -0.12 11 >999 240 Ven( rL) -0.29 11-13 >909 180 Horz( rL) 0.11 8 hire n/a PLATES GRIP MT20 244/190 Weight: 112 Ill FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc puriins. BOT CHORD 20 SP No.2 80T CHORD Rigid ceiling directly applied or 7-2-0 oc bracing WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1616/0.8-0, 8=1616/0-8-0 Max Horz 2=77(LC 6) Max UplrR2=-416(LC 8). 8=416(LC 8) FORCES. ( Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2936f776, 3-4-2767/751, 4-20=2482/697, 20-21--2482/697, 5.21=2482/697, 5- 22-2482/697. 22-23-2482/697, 6-23=2482/697, 6.7=2767/751, 7-8=2936f776 BOTCHORD 2-13=-631/2566, 13.24-679/2826, 12-24=-679/2826, 11.12=-679/2826, 11-25=-679/2826. 10. 25=-679/2826, 8-10=631/2566 WEBS 4-13=-145/819, 5-13=514/152, 5.11=0/261, 5-10-514/152, 6-10=-145/819 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-24ft; eave=oft; Cat. II; Exp B; End., GCpt=O 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 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 416 Ill uplift at joint 2 and 416 ID uplift at joint 8. 7) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11.". and 97 lb down and 106 lb up at 12-114, and 189 Ib down and 204 lb up at 15-0-0 on top chord, and 327 lb down and 97 lb up at 74-0, 66 ID down at 9-0.12, 66 lb down at 11-0-0. and 66 lb down at 12-11-4. and 327 ID down and 97 lb up at 14-114 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 In«ease=1.25 Printed'copies of this'document are Uniform Loads (p") not considered signed and sealed and Van. 14=60, 4-6=60, 6-9=-60,14-17-20 Concentrated Loads (ID) the signature must be verified on Vert: 4=-142(F) 6=142(F) 13=327(F) 11=-41(F) 5=97(F) 10=327(F) 21=-97(F) 22=-97(F) 24=41(F) 25=-41(F) any electronic copies QWARNING • VaNIo design with parameters co and READ NOTES is mods AND INCLUDED Mters REFERENCE PACE MR-74 al bud rig component. BEFORE USE. r1 Design vela tot we ormN wan Mnek® cendectors. This Design is basted only upon parameters anown, and u for an individual budding cempormem, not a truss system Before use, the budding designer must venty the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated ,s to prevent bucldeig of uldividual truss web and/or chord members only. AdddkMl temporary and permanent oraung Is always (alluded for stability and to prevent collapse with possible personal injury arid property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPlt Quality Criteria, OSBd9 and BCSI Building Component 6904 Puke East Blvd Safety IntoertleUon available from Trims Plate Institute. 218 N. Lee Street, Suite 31Z Alexandre. VA 223M Tampa, FL 36610 Job Truss Truss Type city Ply Park SglBucelena-A or C TRAY T11721f167 P2392A:CT G HIP t 2 Job Mid -Florida Lumber, Bartow, FL. 7 540 s Apr 19 2010 MfTek Industries, Inc Man Jul 31 12.50.03 2017 Page 1 IO:ltiEL2vgrkv4uE JUYC2IFzkFng-T')dC9No2ABTU RDNoXTomhwSFyeJXOBgdZtglHysYx2 r ( 11412 ( 7.3.0 11-0-0 14.9-0 I 1&&8 19-0-0 I 22-0-0 1.40 11112 3.4.4 19.0 3.9.0 1.9.8 2-5.8 3.40 Scale = 1 40.2 4xa = 10 II Sx6 MT18HS = 3x5 - 2.4 II 3x4 = 74 = 5x7 = 8,1 = 3.1 II 64 MT18HS LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 125 TCDL 10.0 Lumber OOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 20 SP No.3 *Except' 4-14,5.13,6-12,7-11 20 SP No.2 REACTIONS. (lb/size) 9=7852/0-4-0, 2=2829/0.44 Max Horz 2.78(LC 7) Max Uplift9=2102(LC 8), 2-775(LC 8) CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TC 0.98 Vert(L-) -0.17 11 >999 240 MT20 244/190 BC 0.69 Ven(TL) -042 11 >624 180 MT18HS 244/190 WB 0.82 Horz(TL) 0.10 9 n/a n/a Matrix-M) Weight: 275 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 144 oc punins. BOT CHORD Rigid ceiling directly applied or 941-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5822/1545, 3.4=5655/1541, 4-20=7080/1962, 5.20=708011962, 5-21=708011962, 6-21--7080/1962, 6.7=-9793/2701, 7-8-1415413875. 8-9=1543314176 BOT CHORD 2-15- 1339/5181, 14-15=1339/5181, 13.14 =1279/5035, 12-13--2374/8988, 11-12=3394112644, 11- 22-3701/13784. 10-22=3701/13784.9.10=-3701/13784 WEBS 3.14-325/ 71, 4-14=64/343, 4-13= 803/2907, 6-13=-2707/949, 6-12-1647/6014. 7-12=-6664/1856, 7-11-1976/7224, 8-11 a- 13291`357. 8.10=261/1127 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xW) nails as follows, Top chords connected as follows: 2x4 - 1 now, at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc Webs connected as follows, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Pry 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: Vuh-140mph ( 3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf, h=25ft; 8=45ft; L-24ft; eave=oft, Cat. II; ExpB; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.40 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2102 lb uplift at joint 9 and 775 lb uplift at joint 2. 10) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss 11) Hanger(s) or other connection device( s) shall be provided sufficient to support concentrated load(s) 5991 lb down and 1716 lb up at 16-6-8, 1187 lb down and 307 lb up at 16-11-4, and 636 lb down and 176 lb up at 18-11-4, and 1047 lb down and 274 lb up at 20-11-4 on bottom chord. The design/selection of such connection device($) is the responsibility of others. LOAD CASE(S) Standard la Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verily design parameters and READ NOTES ON TNIS AND INCLUDED WTEX REFERENCE PAGE AW472 rev. 1"WO15 BEFORE USE. t Design valid for use only with MTakO connectors. This design is based only upon parameters shown, and a br an kdlvdual budding component, nct a truss system Before use. In$ building designer must verity the applicability of design parameters and property incorporate ins design into the overall budding design Bracing indicated is to prevent buckling of Individual truss web and/or chord members Orly. Additional temporary and permanent uracing is always required for stability and to prevent nxxtapsa with pos41144 personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of cusses and truss systems, see ANSVTPI1 Ousitty Crltena, OSS419 and SCSI Building Componem 6904 Pa M East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Nexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SyBareelons•A or C TRAY T11721087IP2392ACTOfHIP1 Mf0•Fldipa WmtNf, Bartow, FL LOAD CASE(S) Standard 1) Bead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vera: 1-4=60, 4-6=-W. 6-9=-60, 2.9-20 Concentrated Loads (lb) Vert: 11-5991(B) 10=636(1!1) 17-1047(B) 22-1187(B) 7.640 t Apt 19 2016 Mf rek 111,1111. In, Mon Jul 31 12.50 03 2017 Pape 2 10:ltiEL2vgAa4uEJUYC2jFzkf ng-T?dC9No2AeTURDNOX?OmftwSFyeJXOBgdZtglHysYx2 QWARN/NG • Vail o Walpn paramafara and READ NOTES ON T1se AND INCLUDED Mters REFERENCE PACE Miv d4 al rail. building comps BEFORE USE. Design valid row use only with MRelom confNctors This design n weed only upon parameters shown, and u row an mdrvbuN buitdmp component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design alto the overall budding design Sfacxtg indicated is to prevent buckling of individual truss web andfor Chord members only. Additional temporary and permanent bracing 7aal is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Storage, delhery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Cntens, OSS49 and SCSI Building Component 69" Parka East Blvd. Safety Information saifable from Truss Mine Institute, 218 N. Lae Street, Suite 312. ANsandfu, VA 22314 Tamps, FL 36810 Job Truss Truss Type O y Ply Park S418a(cobna•A atC_TRAY 71172106E P2392ACT CS HIP t t Mal•Flotea Lumber. Banow. FL 7 649 "Al" 1v zuld dial lea Ina sum. me soon jui at 1z.w.w "it rape 1 10:IbEi_2vgrkv4uEJUYC21Fzkfrlg•xBG2PVORpTIKSaoZMFW1JvTOSM3VVGdQ sOcDljysYxl I.1-0-0 0840 I 114)-0 I 184}0 ( 224D-0 10 8.0.0 S41-0 54Y0 6.0.0 Settle - 1:40 1 4x8 = 19 20 44 = 1x4 II 3x4 3x8 = 1x4 II 3x4 = 3x4 LOADING ( psf) TCLL 200 TCOL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber OOL 1.25 Rep Stress Ina YES Code FBC2014/rP12007 REACTIONS. ( lb/size) 2-940/0.3.8, 6=940/0.3-8 Max Horz 2=67(1-C 10) Max Uplrft2=252(LC 12), 6=252(1-C 12) CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TIC 0.33 Vert(LL) -0.06 9 >999 240 MT20 244/190 SC 0.38 Vert(TL) -0.16 9-11 >999 160 WB 0.18 HOrz(TL) 0.05 6 n/a hire Matrix- M) Weight: 99 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18-1420/456, 3-18=1339/475, 3.19-1541/580, 4-19 =15411580, 4-20=1541/580, 5- 20=1541/580, 5.21=1339/476. 6-21=-1420/458 BOT CHORD 2-11=31711196. 10-11-31611201. 9-10=31611201, 8.9=325/1201, 6.8=326/1196 WEBS 3-9-150/468, 4-9=-3361175, 5.9=- 150/468 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=2411; eave=4ft: Cat. II: Exp B; Encl.. GCpt=0.18, MWFRS (directional) and C- C Extenor(2) -1-0-0 to 2-0.0. Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 20-2-15 Intertor(1) 20-2-15 to 23-0-0 zone; C-C for members and forces 6 MWFRSfor 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 240 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 252 lb uplift at joint 2 and 252 lb uplift at joint 6 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Van* design parameters end READ NOTES ON TI9S AND INCLUDED A91EK REFERENCE PAGE Mal-7473 rev. /0,931Sd1E BEFORE USE. Design vale] tot use only wdh MTek® connectors This design is based only upon parameters shown, and is for an mdNldual building component. not a bass syaam Before use. the budding designer must verify, the appliubary of design parameters and properly Incorporate this design into the overall burldmg design Bracing xid"ed is to prevent bLK" of indmdual truss web Shallot chard members only. Additional temporary and permanent bracing is always required tot statxlsy And to prevent Collapse wan possible personal injury anal propertydamage. For general guidance regarding the tabriC/Iron, Mange, delivery, erection And bracing of basses and bass systems, see ANSIRPII Oualky Cohorts, OSS4I9 and SCSI Building Component 6904 Parks East BNd Safety Information available from Truss Pima Institute. 218 N Lee Street. Suite 31Z Alexandria, VA 22314 Tamps, FL 3611110 Job Truss TfU44 Type Oy Ply Park SVilarcelona-A or C TRAY T11721069 P2322ACT Ce HIP 1 1 Iowa Lumber, Barlow, FL. 7 640 a Apr 19 2016 WI IrWusines. Inc. Mon Jul 31 12.50 04 2017 Pape 1 ID:IUEL2vgrkv4uEJUYC21Fzkfng•xBG2PVORpTiKSooZMFW1JvTNvMxJGXO sOcDgysYxl r100 540 909 12.11.7 17.0-0 22-0-0 123-0-0 140 &0.0 4-0.9 3.10.13 449 5.00 1.40 Seale a 1:40 1 4xB = Am THIS TRUSS IS NOT SYMMETRIC PROPER ORIENTATION IS ESSENTIAL. 3x4 = 4X8 = 17 1s 5 19 6 4x4 = 2x4 II 7xB = 3x5 = 2x4 II 34 — LOADING (pst) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 100 Code FSC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x6 SP N0.2 'Except' 7-11: 2x6 SP No.1 WEBS 2x4 SP No.3 CSI. DEFL. in (tic) uden Lid PLATES GRIP TC 054 Vert(LL) 0.16 10-11 >999 240 MT20 244/190 SC 0.84 Vert(TL) 0.3910-11 >685 180 WB 0.57 Horz(TL) 0.08 7 n/a n/a Matrix-M) Weight: 121 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 24-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. REACTIONS. (lb/sae) 2-1371/0-3-8, 7=1569/0-3-8 Max Horz 2-58(LC 23) Max Uplrf12=398(1-C 8). 7-476(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2591/712, 3.4=3498/1048, 4-17=-3498/1048, 17-18=3498/1048, 5-18-349811048, 5-19=3785/1136, 6-19=3785/1136, 6-7-3051/891 BOT CHORD 2.12=-575/2266, 11-12=57312275, 11-20=-1051/3785, 10-20=1051/3785, 10-21=720/2702, 21-22=720/2702, 9-22=720/2702, 7-9=-714/2677 WEBS 3-11=-477/1505, 5-11=373/223, 6.10=398/1340, 6-9=101/427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuM=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf: BCDL=3.Opsf, h=25ft; B=45ft; L=2411; eave=oft; Cat. II; Exp B; End., 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 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 2 and 476 lb uplift at joint 7. 7) "Semi -rigid prtchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 77 lb up at 13-0-12. and 93 lb down and 77 Ile up at 14-3-4 on top chord, and 577 lb down and 197 lb up at 11-0-12, 36 lb down at 13 12, and 36 lb down at 14-3-4, and 329 lb down and 145 lb up at 16-3-4 on bottom chord. The design/seleciton of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate In«ease=l'.25 Printed copies Of this document are Uniform Loads (pm not considered signed and sealed and Vert: 1-3-60, 3-6-60, 6-8=-60, 2-7=-20 Concentrated Loads (lb) the signature must be verified on Vert: 5=51(F) 10=26(1`) 19=5l(F) 20=577(1`) 21=26(F) 22=329(F) any electronic copies 0 wARNING • Verify design paramafas end READ NOTES ON rMS AND INCLUDED WTEK REFERENCE PAGE aBl•1473 rev. I"Z7015 BEFORE USE. 1 Design valid for use only with MTakO connectors. TtUs design rs based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly mCOrpotate tibia design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or perd members only. Additional temporary and perrnanem bracing is alwsys required for slabday and to prevent collapse with possible personal miury and Property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Systems, "a ANSVTP11 Quality Criteria, OSS49 and SCSI Building Component 69N Parke East &4. Safety Information available from Truss Plata Institute, 216 N Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park syBarcekuu-A or C_TRAr T11721070 P2322ACT C7 HIP 1 1 Mill-Flonda Lumber, Banow. FL. r.eio s Apt 1a ituto mi l eK industries. me Moe .lul it 1[.]u.65 zin / rage i ID IdEL2vgnw4uEJUYC2jfzkfng-PNgOdrO3argBlkNMy1Gs60dzML.2)4X75tMrlgAysYxO 1-0-0 4.0.4 9.0.0 13." 18.5-0 i t 0 0 4.9-4 4-2.12 4.0.0 3-5.0 Scale - 1.31.2 2 4 14 7 34 = 3x1 = US 1.5x1 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.20 TCDL 10.0 Lumber DOL 1.26 BC 0.61 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2014frP12007 Matrix-M) DEFL. in (loc) Udefl Ud PLATES GRIP Vert(l-) -0.11 9-12 >999 240 MT20 244/190 Ven(TL) -0.28 9.12 >697 180 Horz(TL) 0.02 7 n/a n/a Weight: 91 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) 2=725/0.3.8, 7=636/Mechanical Max Horz 2-121(LC 12) Max Uplift2=190(LC 12), 7=-162(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=10031408, 3-13=955/422. 3.4=710/304, 4-14=578/316. 5.14-578/316, 5-6-470/ 227. 6-7-599/292 BOT CHORD 2- 9-438/854. 8-9=152/374 WEBS 3-9=- 3131230, 5-9=1241337, 548=271/142, 6.8=197/486 Structural wood sheathing directly applied or 5-0-1 oc puriins, except end verticals. Rigid ceiling directly applied or 8-10-14 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; BCOL=3.Opsf, h=25ft: B=45ft; L=24ft: eave=oft; Cat. It: Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1.0.0 to 2-", Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-0-0 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 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 190 lb uplift at joint 2 and 162 lb uplift at joint 7. 8) " Semi -rigid pttchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Varlly dulgn parameters and READ NOTES ON has AND INCLUDED ADTEK REFERENCE PAGE Ar0.7473 rev. Idi "013 BEFORE USE. i s Design valid for use only wen MiTak® connector This design is based onty, upon parameters Shown. and is for an individual building eoriWonefe. not N ` a truss system Before use, the bustling designer most verity the applrrubibty Of design parameters and Property rnootporata this design into the overall budding design Bracing indicated Is to prevent Welding of Individualer ndmt Individual truss web and/or Chord mmbeonly. Additional temporary apearisnt bracing is always required for stability and to prevent wllopsa with possible personal injury and property damage. For general guidance regarding in* fabrication, storage. delivery, erection and bracing of trusses and truss systems. sea ANSUMI Quality Crlterta. OSS419 and SCSI Building Component 6904 Parke East Blvd. Safety Information avertable from Truss Plata insteae. 216 N Lae Street, Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oy PlyPark sye melons -A or c_TRAY Tt 1721071 P2392ACT C6 COMMON 1 Md-Ftixda Lumber. Banow• Fl. 7 640 t Apr 19 2016 MTek Industnes. Inc Mon Jul 31 12.50.06 2017 Page 1 ID:InEj_2vgrkv4uEJUYC2lfzkfng-taOogBPhLSy2LuyxUgYVOKYmKAhKkOXGJXSKMcysYx') 5.9.4 1t-0-0 ( 16.5.0 1.0.0 5.9-4 5.2.12 55-0 3 5x8 = Scale - 1:37.2 3x4 = 6 3x4 = 30 = 4.0 la-S-0 1 8.4.0 S-1.0 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 YES SCOL 10.0 Code FBC2014rrPI2007 CSI. DEFL. in (loc) Well Ud TC 0.35 Vert(LL) -0.11 6.7 >999 240 BC 0.61 Vert(TL) -0.25 6-7 >767 180 WB 0.58 Horz(TL) 0.02 6 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=726/0-3-8, 6=636/Mechanical Max Herz 2-121(LC 12) Max Upldt2-192(LC 12), 6=160(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=983/297, 3-11=-920/311. 3.12=-756/263, 4-12-679/274 BOT CHORD 2-7-320/834, 7-15=135/412. 15-16=1351412, 6.16=135/412 WEBS 3-7=-327/203. 4-7=107/501, 4-6=S40/175 PLATES GRIP MT20 244/190 Weight. 83 lb FT - 20% Structural wood sheathing directly applied or 5-9-10 oc purllns, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf. BCDL=3.Opsf; h=25ft; B-45ft; L-24ft, eave=oft, Cat. II; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-" to 11-0-0. Extenor(2) 11-0-0 to 14-0-0 zone;C-C for members and forces 8 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 nit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to gtrder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 2 and 160111 uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verify o loath Parameters end READ NOTES is THIS AND INCLUDED 1eters REFERENCE PACE Md•7Q3 bud ing component. BEFORE USE. Design veld for use only with MRekm COnMport This design is based Dory upon parameters slhown, and b ror an individual budding eomporam, not a truss system Before use, me building designer must verify, the applicability at design parameters and property mcorperate this design Into the overall budding design Bracing indicated its to prevent buckling of individual truss web and/or chord members Only. Additional temporary and Permanent or" a always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery,,//roan and bracing of trusses and truss systems, see ANSI/IPIt Quality Cntena, OSS42 and SCSI Building Component 6904 Parke Fay (04. Safety Information available from Teas Pate Insides. 218 N. Lee Street. Sues 312. Aaxalldne. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Pant SgfBarcebn4A of C TRAY T11721072 P2362ACT cJ JACK 4 1 Mid-Flenda Lumber, Bartow, FL. 7.640 s Apr 19 2016 M1Tek Industries, InC. Mon Jul 31 12,50 06 2017 Page 1 ID.ttlEL2vgrkv4uEJUYC2/Fzkfng-taOogBPhL5y2LuyxUgYVOKYpHApVOOGJXSKMcysYx? 00 A 1 0 1 Scale e 1 14 4 3x4 11 o•e tr 'O'0 ae-o o+o I LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 5 >999 180 BCLL 00 ' Rep Stress Inv YES WS 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 7 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 5=149/0-4-0, 3=14/Mechanical, 4=1/Mechamcal Max Hors 5-70(LC 12) Max 1JpIrR5=22(LC 8). 3=23(LC 9). 4-43(LC 12) Max Grav 5=149(LC 1). 3=14(LC 10). 4=32(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: VuQ=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15f1; 8=45R; L=24ft, eave=4fl; 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 grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 5, 23 lb uplift at joint 3 and 43 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies tO WARNING • Va ft design parameters and READ NOTES ON TPOS AND INCLUDED MTEK REFERENCE PAGE M11.7473 M. IMM015 BEFORE USE. Design valid for use only with MTek® conneGors This design is based only upon parameters shown, and is far all individual building component, not a truss system. Before use, the Wading designer must verify the apphCabllny, of design parameters and property neorporate this design onto the overall budding design Bracing indicataa is to prevent OWN. 9 of inWvodwl truss web andfof Chord members only. Additional temporary and permanent bracing is akrays required for stability aria to prevent cotlepse with possible personal injury and properly damage. For general guoaance regarding the fatxkatan, storage, delivery, ereaan and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. OS84 2 and SCSI Building component 6904 Parke East Blvd. Safety IntorataOon available from Truss Plate InsutNe, 216 N. Lee Street, Suite 312. Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgUorcebns•A or C TRAY Ttt72t073 P2392ACT CJ1 JACK 22 1 Mo-Flonaa Lumber, Barlow. FL 7.640 s Apt 19 2016 MTek Industries, the Mon Jul 31 12.50.07 2017 Page 1 ID. btEL2vgrkv4uEJUYC2jFzkfng-LmyA2XOJ604vy2X81 N3kxX57XZAzTOvOYSrtu2ysYx_ 1.0-0 1.0,0 i 1.0.0 1-0.0 J 2,4 = Scale = 1:7.1 LOADING (psq SPACING- 2.0-0 CSI. DEFL. in (loc) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.01 Ven(TL) -0.00 7 >999 180 SCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 2 n/a n/a SCOL 10.0 Code FSC2014/TPI2007 Matrix-M) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical, 2-124/0-3-8, 4-3/Mechanical Max Horz 2=42(LC 12) Max Uplift3=5(LC 9), 2=-64(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1). 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCOL-4 2psf; BCDL=3 Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft: Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone:C-C for members and forces 6 MWFRS for reactions shown: Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will ibetween 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 5 lb uplift at joint 3 and 64 lb uplift at joint 2. 6)' Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VMIy design parameters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. I&V WOt6 BEFORE USE. Design valid for use only with MTek* Connectors This design is based only upon parameters shown• and is for an mdrAdual budding component. to a truss system. Before use. the budding designer must verily the applicability of design parameters end property incarporete this design into the blared budding design. Bracing indicated is to prevail budding of individual truss web and/or chord members only Additional temporary and permanent or" Is always requited for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding tho fabrication, storage• dalnery, erection and Mang of trusses and truss systems. see ANSIRPII Quality Crkeds. OSS49 and SCSI Building Component 6904 Parke Fast Shd. Satety Intormatlon avabable from Truss Plate institute. 216 N. Lae Street. Suite 312. AlexandM, VA 22314 Tamps. FL 38610 Job Truss Truss Type Oty Ply Park SrjlBarcelena•A or C_TRAY T11721074 P2392ACT CJ3 JACK 13 1 M61-141008 Lumber. UAROM. hL 1 eKu a Apr le Lulb M11eK eauzmes, ux mon iui it x:wwf [ill / Yaga 1 ID: IbEL2vgrkv4uEJUYC2lfzkfng-LmyA2XDJ604vy2X81N3kxX5?PZABTOvOYBnu2ysYx_ 1.0.0 3 0 1.0.0 3 0 2x4 = LOADING (psf) SPACING- 2-" CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 125 8C 0.06 BCLL 0.0 ' Rep Stress Ina YES WWS 0.00 BCDL 10.0 Code FBC2014frPI2007 Matnx-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2-201/0-3-8, 4=29/Mechanical Max Horz 2=74(LC 12) Max Uplift3=34(LC 12), 2=-67(LC 12) Max Grav 3=65(LC 1). 2-201(LC 1), 4=46(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1.12 3 DEFL. in (loc) Well cad PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Ven(TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-" oc purlins. BOT CHORD 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: BCDL-3.0psf; h-25ft; B=45ft: L=24rt; eave=4ft; Cat. II; Exp B, End., GCpt-0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-". Interior(1) 2-0-0 to 2-11-4 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 67 Ile uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies D WARNING • Vanity dnlpn MIT" ars and READ NOTES is based AND INCLUDED aOers REFERENCE PACE Mividual M. rig component. BEFORE USE. Design vale for use only with Mrtelat9 /wnnsaws. Thu Design u wssd only upon parameters sfhowri, and a for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly 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 alwaysis required for raablay, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabncalion, sloraga, delivery, ereaarl and owing of trusses and truss systems, sea ANSIRPII Quality Criteria, OSS49 and SCSI Building Componem 8904 Parke Fast Blvd Safety information available from Truss Plate Institute. 218 N. Les Street. Suite 31Z Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq/BarcaiwwA or C_TRAY T11721075 IP2392ACTCJ3AJACK11 Job Ref nee iontinnall Ma1•Flonda Lumber, Sande. FL. 7 6e0 s Apr 19 2016 MTak Industries, Inc Man Jul 31 12.50,07 2017 Ps" 1 ID:UiEL2vgrkv4uEJUYC21fzkFng-LmyA2XOJ604vy2X81N3kxX5?JZASTOvOYBrtu2ysYx_ 3.0.0i 3.0-0 i Scale - 1:12.3 2x4 = 3A• 300D i LOADING (psf) SPACING- 2-" CSI. DEFL. in (IOC) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 6 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 3-6 >999 180 SCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 000 1 n/a n/a 8CDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1-136/Mechanical, 2=67/Mechanical, 3=32/Mechanical Max Horz 1=49(LC 12) Max Uplift 1=-21(LC 12), 2=35(LC 12) Max Grav 1-136(LC 1). 2.67(LC 1). 3-47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind. ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; 8CDL-3.0psf: h=25tt; 8=45ft; L-24ft: eave=4rt; Cat. 11, Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb upldt at joint 1 and 35 Ili uplift at joint 2. 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design panimatws end READ NOTES ON TMS AND 1NCLUDEO wrEK REFERENCE PAGE MIP7473 rev. 1"21201S BEFORE USE. 1 Design valid for use only with MTeltm connectors. This design is based only upon paramatar$ Shawn, and IS for an individual building component, not a truss System Before use, the buildup designer must vent' me applicability or design parameter$ and property mm cofW11tethisdesignintoe overall busdmg design Bracing indicated is to prevent buckling of individual truss web and/or chord member$ only. Additional temporary and permanent bracing I, always required for stability and to Prevent co0apse with possible personal merry and property damage. For general guidance regarding the fabrication, storage, delivery, erection are bracing of trusses are truss systems, sea ANSVTPIt Quality Cohorts. OSS41 and SCSI Building Component 690e Parke East Blvd Safety Information available from Truss Plate Instdide. 21e N Lee Street. Suite 312, Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply 1P& rkSqftrceIonMAotc_TRAY T71721078 P2392ACT CJ3T SPECIAL 1 1 Mid-Flonds Lumber, Banow. FL 7.610 a Apr 18 2016 MiTek Industries, tnt Man Jul 31 12:50,08 2017 Pape 1 ID' hiEL2vgntv4uEJUYC21FzkFng-pyV WFtRxtIClaC6Kb4azTle72zRvCTj2nraRO VysYwz 1.0-0 -1- 1.0.0 2. .12 0.1-1 rlb8 2x4 = 2)- 0.131 x3.5' TOENAILS Scale-1.12.3 i 2-3-8 2-38 10.0 Plate Offsets (X.YI- 13:0.0.6.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) 0.09 6 >414 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Ven(TL) -0.12 6 >292 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.03 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FSC2014/TPI2007 Matrix-M) Weight: 13lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-29510.3-8, 5-9/Mechanical Max Horz 2=84(LC 12) Max Uplift 2=118(LC 12) Max Grav 2=295(LC 1). 5=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Ops1; h=25ft; B=45f1; L=2411; eave=oft; Cat. II; Exp B; End., GCpi=0.18: MWFRS (directional) and C-C Extenor(2) -1-0.0 to 2.0.0, Interior(1) 2.0-0 to 3.0-0 zone;C-C for members and forces 6 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 118 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design grameras and READ NOTES ON IMS AND INCLUDED W 7EK REFERENCE PACE Ma-7173 rev. t"14015 BEFORE USE. Design valid for use only with MiTeitm Connector& This design is based only upon parameters shown, and is tot an individual building component, not a lass system Bafam use. me buildup designer must verify the applicabllay of design parameters and properly incorporate this design into the Overall Willing design.Bracing indicated Is to prevent buckling of individual truss wed and/or flora members only. Additional temporary and permanent or" is akvays required for Stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the Imbrication, storage, dewery. erection and bracing of trusses and truss systems, see ANSMII Quality Criteria. OSS49 and SCSI Building Component 6904 Paine East Blvd Safaty Information available horn Truss Plata Institute. 218 N Lee Strom. Suite 3t2, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sp18arcelena•A or C_TRAV T1 1721077 P2392ACT CJS JACK 14 1 Mid-Florda Lumber, Bartow, FL. Plate Offsets (X.YI- 12:0-4-0.0.0-4 7.640 a Apr 19 2016 MI ak Ind sides. me. Mon Jul 31 12.50.08 2017 Page 1 IO:I6EL2vgrkv4uEJUYC2fFzkFng•pyWYFtRxkClaC6Kb4azT1e8VzUXCTSZrvaROVysYwz 1•lY0 S40 140 500 Scale a 1:17 3 2x4 = b A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) laden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Ven(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a SCOL 10.0 Code FBC2014frP12007 Matnx-M) Weight: 18 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0.3.8, 4=46/Mechanical Max Horz 2=108(LC 12) Max uplift3=60(LC 12). 2=-82(1.0 12) Max Grav 3=111(LC 1). 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3 Opsf; h-25ft; 8=0111: L-2411; eave=4ri: Cat. It: Exp 8; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-00. Intenor(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf 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 60 lb uplift at joint 3 and 82 lb uplift at joint 2. 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies'of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7412 rw. 10YO3,2015 BEFORE USE. Design valid for use only with MTektp connectors. This design is based only upon parameters shown, and is for an individual building component, not 11tN a truss system Before use, the building designer must verily the applicability of design parameters and property incorporate in* design into the overact buddingdesign Bracing indicated is to prevent bucang of individual truss web and/or chore members only Additional temporary and pamunem 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, sae ANSMII Quality Criteria. OSS49 and SCSI Building Component 8904 Parke East Brad. Balmy Information available horn Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Qry P y Park SWSarcebns-A or C_TRAY T11721078 P2392ACT CJST SPECIAL 4 1 MO -Fonda Lumber, Bartow, FL 7640 s Apr 19 2016 MTek Industries. Inc. Mon Jul 31 12.50:09 2017 Page 1 I D:ItIEL2vQncv4uEJ UY C2lFzkFrlg-H93xSDRZeOKeCMhW906COyAl2NprxwGj?WyxysYwy 12-1-12 S40 140 2.1.12 O1- 2 2$6 2x4 = LOADING (psf) SPACING- 2-0 0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.26 TCDL 10.0 Lumber DOL 1 25 BC 0.24 SCLL 0.0 ' Rep Stress Incr YES M 0.01 BCDL 10.0 Code FOC2014frP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=118/Mechanical.2-31310-3-8.5=29/Mechanical Max Hors 2=108(LC 12) Max Uplift4-57(LC 12). 2=-86(LC 12) Max Grav 4-118(LC 1), 2-313(LC 1), 5=59(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scab a 1:17 3 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 005 6 >999 240 MT20 244/190 Veft(TL) -0.08 6 >773 180 Horz(TL) 0.04 5 n/a n/a Weight. 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 5-0-0 oc purtins. BOT CHORD 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=25ft; 13=45ft; L-24ft; eave=oft; Cat. II; Exp B. Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 4 and 86 lb uplift at joint 2. 6) 'Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vanity design parameters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE 1110.7473 rev. 180=016 BEFORE USE. Design valid for use ordy with MITek® Conneaors This design is baud only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must verity iris apphc4s" of design parameters and properly incorporate this design into the overall buildup design. Brecing Wormed is to prevent buckling of individual truss web andfor Cord members only. Additional temporary and permanent brwmg is ah+ays required for stability and to prevent collapse with possible personal rryury and propery damage. For general guidance regarding the Is fabrication. Storage, delivery, direction and bracing of trusses and truss systems, we ANSVrPI1 Quality Criteria, OSS49 and SCSI Building component 6901 Parke Fiat Blvd. Safety Infottbation available from Truss Plate Institute, 216 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36810 Job Truss Truss Type oty Ply Park SwBarcelons-A or C TRAr r1 n21me P2392ACT Dt MONO HIP 2 1 Mid -Florida Lumber. Bartow, FL. 7 610 s Apr 19 2016 MRek Industries. Inc Mon Jul 31 12.50.09 2017 Page 1 ID: NiEL2vgrkv4uEJUYC2jFzkFrlg-H93xSDRZeOKcCMhW906COyAEZNIExkvl WKyxysYwy 1-0-0 7414 /4.3-4 i '0 0 14}0 7414 6.10.8 2.1: 12 Axe = 1.50 II Scale -1439 8 3x4 = 1x4 II 3x4 = 30 = 414 7411 1 1041 44.3t&5-0 2. 1.12 Plate Offsets (X.Y)- 14.0.5-4.0.2-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.26 BC 0.47 Ven(TL) -0.14 7-8 >999 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.80 Horz(TL) 0.02 6 n/a n/a BCDL 100 Code FBC2014/TPI2007 Mainx-M) Weight: 101 lb FT is 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc punins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 2=730/03.8, 6-631/Mechanical Max Horz 2=264(LC 12) Max Uplifl2=151(LC 12), 6-201(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-12-929/117, 3.12=763/140. 3-13-291/2 BOT CHORD 2-8=334n55, 7.8=334ns5 WEBS 3-8 =0/295. 3-7=666/287, 4-7-93/465, 4-6=650/309 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuN=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf, h=25ft; 8=45ft. L=24ft; eave=off; Cat. 11; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0.0. Intertor(1) 2-0-0 to 14-3.4, Exterior(2) 14-3-4 to 16- 3-4 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 load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell 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 151 lb uplift at joint 2 and 201 lb uplift at joint 6 8)' Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED aaTEK REFERENCE PAGE 11111-7473 rev. faGWOfS BEFORE USE. Oesign valid far use only with MiTek® Connector$. This design is based Only upon parameters shown• and is (of an individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall baldmp design Bracing indicated is to prevent building of individual truss web and/or chord members Dory Additional temporary and permanent bracing is always required for Stability are to prevent collapse with possible personal injury and papery damage. For general guidance regarding the fabrication. Storage. delMry, erection and bracing of trusses and truss systems. we ANSIRPII Quality Criteria. OSS49 and BC31 Building Component 6904 Padua East Blvd. Safety Information available from Truss Plate institute. 218 N Lee Street, Suite 312. Alexandra, VA 22314. Tamps. FL 36610 Job Truss Truss Type Park Sgl8areeane-A or C_TRAV 10ty JPly T117210f10IP2392ACT01TSPECIAL11 Job Reference lootionall Mid-Florids Lumber, Bartow. FL 7 640 a Apr 19 2010 MiTek Industries. InC. MOn Jul 31 12 W10 2017 Page 1 ID:16EL2vgrkv4uEJUYC2iFzkFng.mLdJgZSBPJSTgWGpVdRZAjl9n1 rgL3sE93YUNysYwx 2.1 8.48 0 4B 2 48 Seat* - 1:30.1 5x5 = 2x4 11 2.3.9 B-4.O 1HA ,&six 3.8 8-48 t308 249 Plate Offsets (X Y)- r2.0-2-1 0.2-61 14.0.2-1 0-2-61 LOADING (psf) TCLL 20.0 TCDL 10 0 SCLL 0.0 ' SCOL 10.0 SPACING- 2-0.0 Plate Grip OOL 1.25 Lumber OOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CS1. TC 1.00 SC 0.70 WB 0.17 Matrix-M) DEFL. to (loc) Udell Ud Vert(LL) -0.15 6-13 >999 240 Vert(TL) -0.38 6-13 >510 180 Horz(TL) 029 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 83 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3.5 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 20 SP No.2 'Except' 7-8,9-10: 2x4 SP No.3, 2-4: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=667/0.3-8, 5=653/Mechanical Max Horz 1.78(LC 11) Max Upllft1=147(LC 12). 5=151(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=291/113, 2-17=1044/339, 3.17=1001/352. 3.18=1008/352, 4-18=-1051/339, 4-5=285/117 BOT CHORD 2.6=2011927, 4-6=2011927 WEBS 3-6-82/436 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=3.0psf; h-25ft: B=45ft; L=24R; eave=oft; Cat. II; Exp B: Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0.1-12 to 3-3-0. Interior(1) 3-3-0 to 8.4-0, Exterior(2) 84-0 to 11-" zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 f6 between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSIMPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 1 and 151 lb uplift at joint 5. 8) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON TICS AND INCLUDED AOTEK REFERENCE PAGE M1147472 ray. 10A1272015 BEFORE USE. a. Design valid for use only with Wilk* Connectota This design is based only upon paranaten shown, and is lot an individual building component, not a was system Before use, the budding designer must verity the applrcobtlxy of design parameters and property imonpOnale this design into the overall bu9dirig design Bracing ind"ad is to pnevard buckling of individual truss web and/or Chord members only. Additional temporary and permanent orating is always required for aabilay and to prevent collapse with possible personal injury and property damage For general guidance rsgantmg the fabrication, ttorsge, delivery, election and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. OSS49 and SCSI Building Component 6904 Parke Fast SlA. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SclGarcelons-A of C_TRAY T11721061 P2392ACT 02 MONO HIP 2 1 all Mid -Floods Lumber, Banes• FL. 7 640 s Apt 19 2016 Mfrak Inou$MOS. Inc. Mon Jul 31 12 50 10 2017 Pagi I - ID:61EL2vgrkv4uEJUYC2jFzkFng-mLdJgZSBPJSTgWGpVdRZAiSm6-gEKsE93YUNysYwx 1•a0 , &4.14 I 12.3.4 140 8.4.14 5-10.6 M7.12 01 4xe = 15.4 11 Scale a 1.3e 7 6 3x4 = 10 II 3x4 = 30 = 6114 I & 4.14 12.3.4 5.10$ 4.1-12 Plate Offsets (X.Y)- 14:0.5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCOL 10.0 Lumber OOL 1.25 BC 0.37 Vert(TL) -0.09 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 6 n/a n/a SCOL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 95 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No 3 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. REACTIONS. (lb/size) 2=726/0.3-8, 6=636/Mechanical Max Horz 2-231(LC 12) Max Uplift2=163(LC 12). 6=189(LC 12) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12-982/198. 3.12=-909/214, 3.13=446/87, 4-13=-358/107 BOT CHORD 2-8=375/813, 7-8-375813, 6-7-155/329 WEBS 3-7=560/253. 4-7--86/412, 4-6-597/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuK=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL-3.Opsf; h=25ft; B=45ft; L-24ft; eave=aft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -14)-0 to 2-0-0, Interior(1) 2-0-0 to 12-3-4, Exterior(2) 12-3-4 to 16-3-4 zone;C-C for members and forces 3 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 fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2 and 189 lb uplift at joint 6. 8)'Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING :Verify dss/gn parameters end READ NOTES ON TICS AND INCLUDED MITEK REFERENCE PAGE MO.7472 rev. I&V"016 BEFORE USE. `1 Design valid for use only with MRekm conMtlors This design Is based only upon parameters shown• and 12 for an individual building Component• not a truss system. Before use• the building designer Must vainly in* OWC411ery of design parameters and property incorporate this design dito the overall budding design among indicated is to prevent budding of individual WAS web and/or Chad members Doty Additional temporary are pennartem breeing Is always re4uirsd for Stability and (o Prevent Collapse with possible personal injury and prsperty, damage. For general guidance regarding the WAR fabrication• storage, delivery, eredion and bracing of trusses and truss systems, as ANSUIPI1 Ouallty CAtena, OSS49 and SCSI Building Component $904 Parke Fast Blvd. Safety Infortrlstion available from Teas Plate Instbule• 218 N. Lee Straw. Suite 312, Alexahona, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Syaarcelons-A or C TRAr 1 T71721082 P2392ACT 02T SPECIAL 2 Job mid.-Ftanda Lumber, B=rtow, FL 7.640 s Aid 111 ZU16 Mll ek industries, mt. Man Jul 71 1z,*u 11 AM11 rage 1 ID:IUEL2vgrkv4uEJUYC2iFzkfng•EXBhtvTgAdaKR(rvGDSgSNGV6BMtPoH?TppSOpysYww 1 2.3.8 ( 8-4-04.80114. 38 tt)-6.0 26-0.8 6.0.8 2.38 Sx5 = 2x4 11 Scale - 1:29.7 GI; Plate Offsets (X.Y)- 12:0-2.1.0.2-6L1440-2-1.0.2-61 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 2040 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.15 6-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0 39 6.13 >499 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Inv YES WB 0.17 Horz(TL) 0.31 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.1 TOP CHORD Structural wood sheathing direly applied'or 2-2-0 oc puriins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7- 8.9.10: 2x4 SP No.3, 24: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1-676/0-3-8.5=663/0-3-8 Max Horz 1-78(LC 10) Max Uplift 1=150(LC 12). 5=-154(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2961118, 2-17=1073/J46, 3.17=1030/359, 3.18=1032/358, 4-18-1074/345, 4- 5 =288/120 BOT CHORD 2-6=204/954, 4-6=204/954 WEBS 3-6=831442 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vu1=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; SCDL=3.Opsf; h=25ft; 8=45ft: L-24ft: gave=4ft; Cat. If: Exp B; End., GCp1z:0.18; MWFRS (directional) and C-C Exterior(2) 0-1.12 to 3-3-0. Interior(1) 3-3-0 to 8-4-0. Exterior(2) 84-0 to 11-4-0 zone; C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 1 and 154 lb uplift at joint 5 8) " Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • verify re.l s 0rydesignwith parameters aril READ NOeE5 is bass only INCLUDED 1eters REFERENCE PAGE Af9 ideal rev. building component, BEFORE USE. Design veld for use only wen MRalum Con1aC10rt This design is based only upon parameters shown, and b for M Individual butldlnp COmpOneM, not a tfus= system Before use, the bulldog designer must verily, the apperJbildy of design parameters and property intorpaate this demon into the overall building design Brating inaluted is to prevent buckling Of individual thus web andfor card members only. Additional temporary and permanent braung is always required lot =ability and to prevent Calapse with possible personal I*fy and property damage. For general guidance regarding the is on. storage. delivery, erimmon and tracing of trusses and truss systems, see ANSIfTPII Quality Criteria. OSS49 and SCSI Building Component 6904 Pans East SIM Safety Information available from Truss Plate Institute. 218 N. Lae Street, Suit* 312. Alexandra. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sti/Barglona-A or C_TRAV T 11721063 P2392ACT 03 MONO HIP 2 1 Md•FlOrda Lumber, Bartow, FL. 7.640 a Apr 19 2016 MiTek Indusines, rat. Mon Ju131 12.50.12 2017 Page 1 IO.ItiEL2vgna4uEJUYC2iFzkFng-ijl35E USxxiB3pO5gwtvebomvaoPWatAiTYe2GysYwv 1-0-0 5 V 4 1 10.3-4 16.5-0 1ao 5 4 4 4-10$ 6-1.12 44 = 14 15 to Scale e 133.9 2x4 11 0 3x4 = tx4 II 3x4 = 3x4 1 5.4•t4 1 tG3.4 1 trio 5-4.14 4.10.8 8-1.12 LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip OOL 1.25 TCDL 10.0 Lumber OOL 1.25 BCLL 0.0 ' Rep Stress Ina YES SCOL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) Udefl Lid TC 0.47 Ven(LL) 0.04 6.7 999 240 SC 0.37 Ven(TL) 0.10 6-7 999 180 WB 0.72 Horz(TL) 0.02 6 n/a We Matnx-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 2=723/0.3-8, 6=639/Mechanical Max Horz 2=198(LC 12) Max Uplift 2-173(LC 12). 6-190(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=1026/267. 3.12-9631280. 3-13=609/172, 4-13=542/198 BOT CHORD 2-8=407/861, 7-8=-407/861, 6.7=-221/493 WEBS 3.7=430/215, 4-7=65/393, 4-6=627/282 PLATES GRIP MT20 244/190 Weight: 90 lb FT = 20% Structural wood sheathing directly applied or 5-8-9 oc puffins, except end verticals. Rigid ceiling directly applied or 9-3.2 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-25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2.0-0 to 10.3-4. Exterior(2) 10.3.4 to 14-6.3 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 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 173 lb uplift at joint 2 and 190 Ill uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies'of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design panmarers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M0.7472 rev. 10de3/2015 BEFORE USE Design valid for use Only with MiTal0b 0011114001`6 This design is based only upon parameters shown. and is for an Individual budding ampiment, not a truss system Before use, the building designer must verify, the applicability of design parameters and properly incorporate this design into the overall building design 8raang radiated is to prevent bucdrag of individual MS web and/or chond member& only. Additional temporary and permanent bracing Is always rapuited for Stability and to prevent collapse with possible personal injury and property damage For genera guidance regarding the fabrication. Storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTP11 Oualhy CMeria. OSS42 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insane. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Splaarcelona-A at C_TRAY I Tt172f08a IP2392ACT03TSPECIAL1 Job Reference (optional) Mid-Fldioa Lumber. Ballow, FL. 7.640 s Apr 1v zuio Mitch maustrlel. Inc. Men Ju171 lz.w.lz zut r rage 1 ID ltiEL2vgrkv4uEJUYC21FzkFrV-i1135EUSxxiB3pO5gwfvebofOagosEeSi YeZGysYwv 1 2.3-0 i 7.)-0 9-e•0 14.4.8 18.8.0 2.111 4-e-a 2-8.0 4.8.8 2.3a 5x7 = axe = 20 II Scale = 1:29 3 2.-- 02 7 0 9& 1II 2- 0 38 Plate Offsets (X.Y)- 12,041 4.0.0-01. 13:0.5-4.0.2-121. 15:0.84.0-0.01. 110:0-2-0.0-0-81. 111:0.2-0.0.0-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) uden Lid PLATES GRIP TCLL 2040 Plate Grip DOL 1.25 TC 0.96 Vert(LL) OAS 8.15 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) 0.48 B-15 407 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.22 Horz(TL) 0.40 6 n/a nra BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 89 lb FT - 20% LUMBER - TOP CHORD 2x6 SP OSS -Except- 3-4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 9-10,11-12. 20 SP No.3, 2-5: 2x6 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1134/0-3-8, 6=1118/0-3-8 Max Horz 1-66(LC 24) Max UplA11=319(LC 8), 6=-323(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4991157, 2-3=2378r733, 3.19=2186/708, 4-19=2186/708, 4-5-2384/735, 54-4921159 BOT CHORD 2-8-58312148. 8.20=590/2182, 7-20=590/2182, 5-7-58612151 WEBS 3-8=1131589, 4-7=115/572 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuR=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-3.Opsf; h-25ft; B=45R; L-24ft, eave=4ft; Cat. II, Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live 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. 6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSIfrPI 1 angle to grain formula Building designer should venty capacity of beanng surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 1 and 323 lb uplift at joint 6 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 149 lb down and 171 lb up at 7-0-0, and 117 lb down and 102 lb up at 84-0. and 149 lb down and 171 lb up at 9-8-0 on top chord, and 291 lb down and 108 lb up at 7-". and 59 lb down at 8.4-0, and 291 lb down and 108 lb up at 9-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.14=-82, 3-14-60. 3.4-60, 4-5=60, 5-6-82. 13.16-20 0 wARNING • VorUy design peremetars end READ NOTES ON THIS AND INCLUDED adTEK REFERENCE PAGE AI04473 rov. faNtftdf S BEFORE USE. Design valid for use only with MITek* comMUors This design is based only upon parameters shown, and is for an mdondual building component• not a Huss system Before use, the budding designer must verify, this applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckimg of indrMduat truss web andror cord members only Additional temporary and permanent bracing is aNiays required for stability and to prevent m0apse with possible personal injury and property damage For general guidance regarding the falxkation. storage, delivery, erection and or&" of trusses and truss systems, see ANSVIPII Quality Cilteria, OSS42 and SCSI Building Component Safety information avaiabb from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandna. VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Mi 6904 Perko East Bhd Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SgMarcabno-A or C_TRAY I T117210aa P2392ACT D3T SPECIAL 1 Olt Ma-Ftonas Lumber, Bartow. FL LOAD CASE(S) Standard Concentrated Loads (Ib) Van: 3=102(F) 4=102(F) 8=291(F) 7=291(F) 19=96(F) 20=29(F) 7 540 a Apr 19 2010 MFTak 1 1111161. InC MOn Jul 31 12.50:13 2017 Pape 2 ID:IuEL2vgrkv4uEJUYC2iF2kFng-AwJ RIaV4iEg2tl2__IOeABAoLgS_OFtgutw71C5rysYwu D WARNING - Verily design pammefan and READ NOTES ON base AND INCLUDED aOers REFERENCE PACE aU1-7ual rail. building co 016 BEFORE USE. 1 Design valid for use only wan MRela®tbnneClOrs This design a based only upon parameters ahavn, and u for an aWrvtttual bu9einp rorttponerrL no a truss system. Before use. the building designer must verity the appICAbrkty, of design parameters and property incorporate this design into the overall building design. anteing indnated is to prevent buckling of Indrvidwt truss web and/or chard members only. Additional temporary and permanent or" I, always required for stability and to prevent collapse with possible personal I*ry and property damage. for general quittance regarding the fsbrrdatron. storage, delivery, areaion are broang of trusses and truss systems, see ANSVTPI7 Quality CMerla, OSS49 and SCSI Building Component 6904 Parka East Blvd Safety Information available from Truss Plate InaMute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Park SglBercalona•A or C_TRAv 10ty JPly I T117210a5 P2392ACT D4 MONO HIP 1 1 all Mrd•Flonds Lumber, Barlow, FL 7.640 s Apr 19 2016 MITek Ind ones. Inc Mon Jul 31 12.50.13 2017 Page 1 ID: thEL2vgrkv4uEJ UYC2jFzkf ng•AwJR IaV4iEg2hz_IOeASAoI 8_4gtdwhv71C5rysYwu I •140 1-4.14 &3.4 12.&2 16-SO 140 4 14 3101 4414 4414 Scale - 1:29.9 11 4x4 = 3x4 = 13 5 14 3x4 = US = 3,4 = 6.3.4 8.1-12 Plate Offsets (X Yl- 12.0-2-0 Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.09 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Ven(TL) -0.24 7-0 >818 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.02 7 n/a n/a SCOL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 86 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) 2-72310-3-8.7-639/Mechanical Max Horz 2-164(LC 12) Max Uplift 2-181(LC 12). 7=208(11_C 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=1039/350, 3.12=-994/362, 3-4=-776/254, 4-13=644/267, 5-13=644/267 BOT CHORD 2-8-4551889. 7-8=203/457 WEBS 3-8-2801211. S-8=-94/298, 5-7-646/296 Structural wood sheathing directly applied or 5.8-7 oc purllns, except end verticals. Rigid ceiling directly applied or 8-8-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10. VuR=140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; BCDL=3.Opsf; h=25ft; B-45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 240, Interior(1) 2-0-0 to 8-3-4, Extenor(2) 8-3-4 to 12-4-2 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 bad 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 24)-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 181 lb uplift at joint 2 and 208 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of -this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a111.7473 rev. 1""015 BEFORE USE. Design valid for use only with MlTakm connectors This design is Dosed only upon parameters shown, and is for an individual building 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 building design aractng Indicated Is to prevent buckling of individual truss web and/or Word members onty. Additional temporary and permanent Dracing is akvaya rpuired for stability are to prevent collapse with possible personral injury rand property damage. For general guidance regarding the MW fabrication, storage, delivery, erection and bracing of trusses and truss systems, aide ANSVTPIII Quality Criteria, OSS49 and SCSI Building Component 6904 Paine Fast Blvd. Safety Information available from Truss Pets Institute, 21e N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Marcelona-A or C_TRAr 1 T11721066 P2392ACT 05 COMMON 3 1 Job Med101102 Lumber. Nanow, rL 7 640 s Apr la 2016 MITek InOustnles. Inc. MOn Ju131 12:50.14 2017 P490 1 ID It1EL2vgrkv4uEJUYC21FzkFng-e6tgWwVi Yyvl72UyLhNI0u9nOOgc87S9nli^sYwt 4.5.4 8.4.0 12-2-12 16.5.0 i 1 0 4-5.4 3.10.12 3.10.12 4-24 Scale - 1:30 8 4x4 = 3x4 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 10.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Ina YES BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) I/defl L/d TC 0.19 Vert(LL) 0.07 7-10 999 240 BC 0.58 Vert(TL) 0.19 7-10 999 180 WS 0.17 Horz(TL) 0.02 6 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=644/Mechanical, 2-729/0.3-8 Max Harz 2=88(LC 11) Max Uplift 6= 1 54(LC 12). 2--200(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1046/363, 3-14=999/376, 3-15=788/272, 4-15=731/286, 4-16=731/299, 5-16=-789/285,5.17=962/385,6.17=-1052/378 BOT CHORD 2-7=-294/894. 6-7=2841903 WEBS 4-7=124/445, 5-7-2981181, 3-7=2851187 PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% Structural wood sheathing directly applied or 5-7-8 oc purlins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL-4 2psf, BCDL-3.0psf: h-25ft; B=45ft; L-2411; eave=4ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -140.0 to 2.0-0, Interior(1) 2-0-0 to 8-4-0, Extenor(2) 8-4-0 to 114-0 zone;C-C for members and forces 6 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 154 lb uplift at joint 6 and 200 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysts and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING -Verify loath Miramer«s randaCt READ NOTES is THIS only INCLUDED otters REFERENCE PAGE Miv7473 rev. building component. BEFORE USE. l Oasipn valid for use only with MTa1a®mnneetors This design o based Dray upon parameters shown, and n for an inorvidual OuiMmp amponae, not a truss system Before use, the buildup designer muss verify the appliraWlay of design parameters and PrOPOdy Incorporate this design into the overall ousdmg design Bracing indicated is to prevent buckling of Individual truss web and/or Chord members only Additional temporary and permanent bracing ?Jals is always required for stability and to prevent c00apsO with possttsd persorlal injury and properly damage For genera guidance regarding the ii. fabrication, storage, delivery, erection and bnong of trusses and truss systems, see ANSIrrPH Quality Coterie, OSS49 and SCSI Building Component $904 Parke East Blvo Safety Information available from Truss Plate MatnNe. 216 N Led Street, Sues 312. Alexandria, VA 22314 Tampa, FL 3e610 Job Truss Truss Type Ply Park SyBarGbna•A or C_TRAY 10ty I T71721067 P2392ACT E1 HIP t t Md•FlOrda Lumber, Bartow, FL 7 640 s Apr la 2f116 MITek InOusMes, W4 MOn Jul 31 12:00' 14 i017 Fagg 1 ID'ItiEL2vgrkv4uEJUYC2lfzkFng e&gVAWiTYyvl72UyLhNI0u9__OVEc9VS9nIld8ysYwt 1-0-0 5•PO 600 11-0-0 1 1 540 1-00 540 U4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5-626/Mechanical, 2-688/0-M Max Horz 2=57(LC 7) Max Uplift 5=161(LC 8), 2-205(LC 8) 04 = CSI. DEFL. TC 0.25 Ven(LL) 8C 0.29 Ven(TL) WB 0.07 Horz(TL) Matrix-M) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=948/249, 3-4=795/248. 4-5=948/249 BOT CHORD 2-7-1721788, 6.7=170/795, 5.6-172/788 4x4 = in ( loc) Udell Ud 0. 02 6-10 >999 240 0. 05 6-10 >999 180 0. 02 5 n/a n/a Scale a 1:20.4 U4 = PLATES GRIP MT20 244/190 Weight 43 Ili FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 5-8-15 oc puffins. BOT CHORD Rigid ceiling directy, applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h-25ft; B=45ft; L=24f1: eave=oft, Cat II; 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 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 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 161 lb uplift at joint 5 and 205 lb uplift at joint 2. 8)' Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided suffictent to suppon concentrated load(s) 170 lb down and 179 lb up at 5-0-0. and 170 lb down and 179 lb up at 6-0.0 on top chord, and 86 lb down at 54)-0. and 86 lb down at 5-11-4 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1 25 Uniform Loads (plf) Vert: 1-3-60, 3-4 -W. 4-5=60, 8-11=20 Concentrated Loads (lb) Vert: 3=123(F) 4=123(F) 7-64(12) 6=-64(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • verify dealt. Per &I. and READ NOTES ON TIES AND INCLUDED WTEK REFERENCE PAGE 010-7473 rev. 1QNL2016 BEFORE USE. Design old for use only wan Mrrek® conneaors. This design is based only upon parameters shown. and is for an indivdual budding component, not a bass system. Betore use, the building designer must verity the applicability of design parameters and property Incorporate this design Imo the overall blddulg design Bracing indicated a to prevent buckling of individual as wa0 and/or Chord members Only Add4perpermanent bracing temporaryandpermanentis sways raIlurrsd for ftabdey and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. Storage, delivery, erection and bracing Of basses and Irv" systems, we ANSIRP11 Quality Criteria, OS849 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Sit", Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgtSarceans-A or C TRAY T117210e6 P2322ACT F1 ROOF TRUSS 3 1 MIFi-mms Lumber, 0.1.8 Hi 1i uanw. rL. 31d = 34 =axe FP = 44 = 2 3 4 5 t.e{u { Apr IY Lute MIi ax IrgY{IriQs, mC. Mori Jin it iz.w.io Lltl I rage 1 10: ttiEi_2vgrkv4uEJUYC2ifzkFng61RCIG W KDs4mwH8gV2DcF DOSPoh5LUlbORnl9bysYws 3x4 = 3x4 = I 14 II 34 = 34 = 34 = e 7 8 9 10 11 Scale = 1:41.1 44 _ 12 27 2e 25 24 23 22 21 20 19 to 17 to 15 14 13 14 II 34 = 1,311 1x3 II 34 = 34 II 44 = 3x4 = 30 = 1411 3x3 = 10 = 4x5 = 3x3 II 3iB FP = 7.7-4 15-0.8 23,11.1255.11.12 7-7.4 7-5-4 0.11.4 8000 Plate Offsets(X.Y1— f19.1-1-8.Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.20 17-18 956 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) 0.31 17-18 622 240 BCLL 0.0 Rep Suess Incr YES WB 0.59 Horz(TL) 0.04 13 n/a n/a SCOL 50 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat)'Except' 16-27: 2x4 SP No. 1D(fD(flat) BOT CHORD WEBS 2x4 SP No.3(8at) REACTIONS. (lb/size) 27=287/0-6-0, 13-839/0.3-8, 22=1477/0.8-0 Max Upltft27=1(LC 4) Max Grev 27=366(LC 3). 13=853(LC 7). 22=1479(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 27-28-365/0, 28.29=365/0, 1-29=365/0, 12-13=-847/0, 1-2=273/30, 2-3=493/174, 3.4=128/461, 4-5-128/461, 5.6=-397/0, 6-7=1721/0, 7-8=2660/0, 8.9=2660/0, 9-10=2613/0, 10.11=-2034/0, 11-12=-842/0 BOT CHORD 25-26=174/493, 24-25=1741493, 23-24=174/493, 22-23--845/0, 21-22=-845/0, 20-21-0/1212. 19-20=012245, 18-19=0/2660, 17-18=0/2660, 16.17=0/2466, 15-16=0/2466, 14-15=011584 WEBS 1-26=-40/370, 2-26=300/197, 5-23=0/557, 3-23-699/0, 12-14=0/1121, 5-21-0/1237. 11-14=1032/0, 6.21=1144/0, 11-15=0/626, 6.20=0/749, 10.15=600/0, 7-20=78210, 10.17-01288, 7-19=0/742, 9-17-289/171, 8.19-303/0, 5-22=1432J0 17 Weight: 123 lb FT - 206AF, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigtd ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 27. 3)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MII.7473 —. I&Vn0f5 BEFORE USE. 1 Design valid for use only with MTekS connectora. 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 venfy, the applicability of design parameters and property mcwWate this design into the overall budding design Bracing indicated is to prevent buckling of Individual WAS web and/or chord members only. Additionel temporary and permanent brwrp is akvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 11 iil6 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Ouafby, Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Infante, 218 N. Lee Street, Suite 312. Alexandria, vA 22314 Tampa. FL 38610 Job Truss Truss Type Park Sg19artelons•A or C TRAY 10ty jPly T11721069 P2392ACT F2 ROOF TRUSS 5 1 Job Irlo-rarrae wmwr, oanw, r a1-8 H 1-1-3-0- 11 I 1,a 11 I)a = lid= 34= 1411 1 2 3 9 e 113 II 34 = 44 = 4 5 306 ID.ItIEL2vgncv4uEJUYC2jFzkfng•Xt6KL1YDW I ktFBBmJls2kb7hHYsk14PInnvysYwp 34 = 3x4 = 34 = 1x3 II 34 FP = 34 = 7 9 9 10 11 12 Scala e 139 8 10 = 44 13 14 17 34 = 34 = 34 = 3x8 = 44 = 34 FP = 30 = 34 = 14 11 3x3 = 34 = 04 = 34 11 1 7-7.4 7.7.4 15.7.8 Plate Offsets IX Y)- 124:0 3-0 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TIC 0.65 Ven(LL) 0.15 18-19 999 360 MT20 2441190 TCOL 10.0 Lumber DOL 1.00 BC 098 Vert(TL) 0.23 18-19 801 240 BCLL 0.0 Rep Stress Inv YES WB 0.57 Horz(TL) 0.04 15 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat)'Except' 15-22: 2x4 SP No.20(flat) BOT CHORD WEBS 2x4 SP No.3(Oat) REACTIONS. (lb/sae) 15=795/0-3.8, 24-1438/0.8-0, 27-288/0-8-0 Max Grav 15=807(LC 7). 24=1438(LC 1), 27=364(LC 3) FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORO 14-15=-802/0, 2-3=-469/163, 3-4=469/163, 4.5-469/163, 5-30=0/812, 6.30=0/812, 6.7=336/1, 7-8=1577/0, 8-9=2392/0, 9-10=2392/0, 10.11=2373/0, 11-12-2373/0, 12-13-1889/0. 13-14-79010 BOT CHORD 26-27=-25/321, 25.26=163/469, 24-25=448/163, 23.24=-812/0, 22-23=0/1099, 21-22=0/1099, 20-21=0/2059, 19-20=0/2392, 18-19=0/2392, 17-18=0/2272, 16-17=0/1486 WEBS 6-24=1034/0, 2-27-436134. 5-24=-634/0, 5.25=0/627, 4-25-335/0, 14-16=0/1052, 6-23=0/1199, 13.16=967/0, 7-23-1089/0, 13-17=0/560, 7-21=0/695, 12-17=533/0, 8-21=705/0, 8-20=01620 Weight: 121 lb Fr - 20%F, 11%E Structural wood sheathing directly applied or 64-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify assign parameters end READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAGE MO.7472 ray. 100212015 BEFORE USE. 1 Design valid for use only with UlTekm connectors. This design is based only upon parameters shown, and is for an indmdual budding component, not a truss system. Before use. the building designer must verity the applicability Or design parameters and property Ot WW111te this design Into the overall budding design. Bracing indicated Is to prevent buckling anbucklingOfIndividualaswebandrdrchordmembersonlyAdditionaltemporaryandpenttrd bracing Is always required for Stability and to prevent collapse wan possible personal injury and property damage. For general guidance regarding irks fabrication. Storage, dalnery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Cnteria. OSBA9 and SCSI Building component 6904 Parka East Blvd Safety Information available tram Truss Plate Insutute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 0-ks 1 4-11.4 34 I I 1 2 3 4 S a Scale -1:30.8 34 FP = 3.3 I I 7 a 9 10 11 12 13 14 15 16 17 16 19 20 21 42 41 40 39 38 37 38 35 34 33 32 31 30 29 28 27 28 25 24 23 22 34 11 34 FP = 3x3 11 17 4 4- 104.0 12-" 1- 1- taa 14a 1Ia 011A 1.a lea 1Ja 14410 0.9.4 1Od lea 140 140 140 14a t.a 1Ia 0-4.12 0.9J 0." LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) 11defl Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.09 Ven(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a n/a 999 BCLL 0.0 Rep Stress Inca NO WS 0.14 Horz(TL) 000 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight. 104 lb FT = 20%F, 1196E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(Oat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except SOT CHORD 2x4 SP No.2(8at) end verticals. WEBS 2x4 SP No.3(8at) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3(8at) REACTIONS. All bearings 22-10-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 42. 22. 31. 23. 24. 25. 26, 27. 28. 29. 30, 41. 40. 39, 37. 36, 34. 33, 32 except 38=1255(LC 1) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. WEBS 5.38=1251/0 NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1 00 Uniform Loads (plf) Van: 22-42=10, 1-21-100 Concentrated Loads (lb) Van: 5=1265 Printed copies'of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING •Verily parametersWcoand READ NOTES TICS AND INCLUDED A9ers REFERENCE PACE Md•717s M. BEFORE USE. D only with is component, Design alb for use only with MTelaB connectors This design n Daaaa Dory upon parameters anown, and n for an individual buitang corfiponefll, notbuilding i a truss 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 mdtwdual tops web and/or chard members only Additional temporary and permanent bracing rs always required for stsbtey and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, eractdn and bracing of trusses and truss systems, see ANSUTPII Quality Ci ter4, OSS419 and BCS1 Building Component 6904 Parka East BW Safety Intonation available from Trans Pate Institute. 218 N Lee Street, Suite 312. Alexandra. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park S Marcebna•A or C_TRAY T11721091 P2392ACT Fit ROOFTRUSS 2 1 a,•6 H I 1.3-0 04 2 axe = 40 = 1x3 11 3x3 = 3 4 5 6 npr ie sr io mi a" irwusines, uic m ID ItnEL2vgrkv4uEJUYC2jfzkfng•74giZeZlH4bCPuSRkuHY03bsOP4sHFnBJ31WIMysYwo Scale = 1.37 4 3xe = 3x3 = 3xe FP = 4x4 = Sxe = 7 a 9 10 ,1 Zb Z4 Z3 ZZ Zl zu 1V in if 10 10 14 i3 1Z 2.4 II 5,11 = 34 FP = 4.4 = Ito II 3x4 = 3x4 = ,x3 II 3x3 = 3x4 = ,x3 II 4x4 = 5xe = 34 II LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(L-) 0.45 18 579 360 MT20 2441190 TCDL 10.0 Lumber DOL 100 BC 0.77 Ven(TL) 0.70 18 372 240 8CLL 0.0 Rep Stress Incr YES M 0.77 Horz(rL) 0.10 12 n/a n/a BCDL 5.0 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD 1-8: 2x4 SP No. 1D(flat) 80T CHORD 2x4 SP No.2(flat) 'Except" BOT CHORD 12-23. 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/sae) 25-1186/0.8.0, 12=118610.3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 25. 26-1180/0, 26-27-1180/0, 1-27--1180/0, 11-12-1179/0, 1-2-1169/0, 2-3-3056/ 0. 3-4= 4375/0, 4-5=5229/0, 5.6=5229/0, 6-7-5104/0, 7-8=4419/0, 8-9=4419/ 0, 9-10-3092/0, 10.11-1221/0 BOT CHORD 23- 24-0/2260, 22-23=0/2260, 21-22=0/3870, 20-21=0/3870, 19-20=0/4871, 18.19=0/5229, 17-18=0/ 5229,16-17=0/4909,15.16=0/3891,14-15=013891,13-14=012310 WEBS 11-13- 0/1626. 1-24=011588, 10.13-1514/0, 2-24-1517/0, 10.14=0/1087, 2-22=0/1107, 9-14-108610, 3-22-1107/0, 9-16=0/718, 3-20--0/687, 7-16-68110, 4-20-690/0, 7-17=0/ 475, 4-19=-46/847, 6.17-576/232, 5-19-363/0 17 Weight: 114 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verily design parameters and READ NOTES ON ties AND INCLUDED MITEK REFERENCE PAGE e1111.7473 rev. 1ae2,201 S BEFORE USE. Oesign valid for use only with MiTek® connectors This design a based only upon parameter shown, and Is for an individual building component, not a truss system. Before use, the building designer must venty the applicability of design parameter and property incorporate this design into me overall building design. Bracing indicated 12 to prevent duckling Of individual truss we6 andfor chard mefiber only. Additional temporary and permanent bracing is always required for dablsiy, end to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fatir"lon, storage, deanery, erection and bracing of trusses and toss Systems, We ANSI TP11 Quality cntens, OSS49 and SCSI Building Component 6204 Pare East Blvd. Safety information available from Truss Plate Insidixe. 218 N Lee Street, Suite 31 Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Pars SgMaMeion A or C TRAY T11721M P2392ACT F5 ROOF TRUSS 5 1 ryw , rye ID:kiEj_2vgrkv4uEJUYC2jFzkfng-TGESmzaT2Oi302I elconyH71 TpTFOih"U3raysYwn 34 = 4x4 = 3x3 = 3x4 = 1.3 II 1.3 II 3x3 = 3xe FP= 2 3 4 5 6 7 a 9 Scale - 138 5 lx3 II 40 = 4x6 = 14 10 11 12 25 q 3x3 II 44 = 3xB FP = 34 = 30 = 34 = 34 = 4x4 = 4xa = 3x9 = 4x4 = I 1.a.o I 4-0-0 I Boo 12-0 14-1ao 2t. 4-0I17I 19.1ao 21.4-0 I 1$ 0 241-o zoo slao 2.&0 280 1 0 Plate Offsets (X.YI- 11:Edoe.0-1-81. 118:0.1-S.Edoel LOADING ( psf) SPACING- 2-" CSI. DEFL. in (loc) Udee Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(L-) -0.42 16-17 >596 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0 66 16-17 >381 240 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 010 13 n/a n/a BCDL 5.0 Code FBC20147TPI2007 (Matrix) Weight 109 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1- 8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13- 21: 2x4 SP OSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 23=1153/0.3-8, 13=1153/0-4-0 FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23-24=1148/0, 1.24=1147/0, 1-2=-1191/0, 2-3-3014/0, 3.4- 4220/0, 4-5- 499910. 5- 6=4999/0, 6.7=-4999/0, 7-8=4640/0, 8.9=4640/0, 9-10=3690/0, 10-11-2177/0 BOT CHORD 21-22=0/2249, 20.21-012249. 19-20=0/3748, 18-19=0/4685, 17-18-0/4999. 16-17-0/4938, 15- 16=014295. 14-15=0/3066, 13.14-0/1257 WEBS 11-13=1671/0, 1-22=0/1539, 11-14=0/1279, 2-22=1471/0, 10.14=1237/0. 2-20=0/1064, 10- 15=0/867, 3-20=-1021/0, 9.15=-842/0, 3.19-01656, 9.16=0/479, 4-19=647/0, 7- 16=456/0, 4-18=-66/766, 7-17=-295/536, 5-18-351/0, 6-17=-256r75 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 3") nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNINO • Verify design PeM-Wers end READ NorEs ON Tlos AND INCLUDED a9TEN REFERENCE PAGE 114/1.7473 M. 1003,2015 BEFORE USE. Design Valid far use only with MTebD Connectors. This design is based only upon parameters Shown, and is for an mdividud Wilding component, not 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 budding of mdmdual truss web and/or atont members only. Additional temporary and permanent bracing its always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the No fabrication. Storage, dalMry, erection and bracing Of trusses and truss systems, Sea ANSUTP11 Ousllty, Cnlena, OSS49 and SCSI Building Component 6904 Parke East SWd. sdely Infomladon available from Truss Plate institute, 218 N. Lee Sit", Suds 312. Alexandna, VA 22314. Tamps. FL 36610 Job Truss Truss Type Ply Pam Sgftrc*WwA or C_TRAY 10ty I TN721093 P2392ACT FSA GABLE 1 1 wi Frlonod Wrlloef, barrow. rL 314 11 1 2 3 4 5 8 7 a 9 104u Apr 111 Lule MI1 OR IrroYSWC3. Inc. ARM Jul it lz.wLu "I I rage 1 ID:81Ej_2vgrkv4uEJUYC21Fzkfng-TGESmzaT2013021 eloonyH7D7pcyOuWAU3roysYwn Scale e 138 5 3x8 FP = 3x3 11 10 11 12 13 14 15 16 17 18 qT 38 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x3 11 Us FP = 34 11 fo.o.e ,Silo a Stu 0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) vde8 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight, 94 lb FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(0at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC purlins, except BOT CHORD 2x4 SP No.2(Oat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oe bracing OTHERS 20 SP No.3(flat) REACTIONS. All bearings 21-4-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 27. 20, 21. 22, 23, 24, 25, 26, 35, 34, 33, 32, 31, 29,28 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc 5) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 parameter and READ NOTES ON TICS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. IGAM016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameter shown, and is tot an ndfrduat building component, not a was system Before use, the building designer mull verify the applicability of design parameter Said property incorporate this design into the overall h building design Bracing indicated If t0 prevent bucking of individual Was web and/or Chore member only. Additional temporary and permanent bracing !' 1isalwaysrequiredlotstabilty, and to pteverll Collapse with possible personal injury and property damage. For general guidance regarding the ratification. Storage, dellvery. erealen and bracing of tmsaes and truss "am$. We ANSUTPII Quality Clitoris. OSS49 and SCSI Building Component 6904 Pane Edo: Blvd. Safety Information Svaltable from Truss Plata Inaeuta. 218 N. Lee Street. Suds 31Z Alexandria, VA 22344. Tamps, FL 36610 Job Truss Truss Type Ply Park SgMorcelene•A or C TRAV 10ty T11721094 IP2392ACTF6GROOFTRUSS11JobReferencelootionall 0.1.8 HI 1.3-0 1 12 ID:RiEL2vgrkv4uEJUYC21FxkFng.xSOT Jb5pirveCegsJJOVUgGEDk1177UmNEdNEysYwm 1.11.121— Scale = 1:33A 2.6 11 14 = eke = 4x8 II 5x6 II 44 II 24 II 3x8 II axe II 4xe II 7x8 II 3xB II 1 2 3 4 5 6 7 23 8 9 10 11 Um II 64 = axe II 5411 2w5 11 34 II 3xS II 3r2 II elm = exit = U!J = LOADING (psQ SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Ven(LL) 0.31 15-16 >745 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 SC 0.93 Vert(TL) 0.48 15-16 >476 240 BCLL 00 Rep Stress Ina NO WB 0.91 Horz(TL) 0.07 12 n/a n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 152 lb FT - 20%F, t 1%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Oat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except SOT CHORD 2x4 SP No 1(flat) end verticals. WEBS 2x4 SP No.3(Oat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/sae) 12=1908/0.3-8, 21=1244/0-8.0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-2620/0, 3-4-3761/0, 4-5=5278/0, 5.6=6147/0, 6.7=-6147/0, 7-23=-6398/0, 8.23=6398/0, 8-9-5251/0, 9.10=3782/0 BOT CHORD 20-21=0/1520, 19-20=0/3761, 18-19=0/4588, 17-18-0/6147, 16-17=0/6147, 15.16=0/6521, 14-15=0/6150, 13-14=0/5251, 12-13=0/2334 WEBS 10-12=2972/0, 2-21=1918/0, 10.13=0/1915, 2-20=0/1456, 9-13=1906/0, 9-14=01711, 3-20=-1480/0. 3.19=0/706, 8-14-1165/0. 4-19-107210. 8-15=0/396, 4-18=0/993, 7-15=382f?7, 5-le=1344/0, 7-16=837/363, 5.17=62/432 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 13-5-8, and 357 lb down at 15.5-8, and 357 lb down at 17-5-8 on top 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 • Floor Live (balanced): Lumber Increase=1.00. Plate Increase=1.00 Uniform Loads (pit) Vert: 12-21=10, 1-11=-100 Concentrated Loads (lb) Vert: 10=357(F) 9=357(F) 23=-357(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verily design paameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 1110.7472 rev. f0yOM0ts BEFORE USE. Oesign valid tot use only with MTelao 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 appWAbrhly of design parameters and property murporste this design into the overall building design. Bracing Indicated is to prevent buckling Of individual truss web andlor Gard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible parsOnal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria. OSS49 and SCSI Building Component 8904 Parke Eats Blvd Safety Information available from Truss Plate Instdne. 21a N. Lee Strom. Suite 312. Alexandna, VA 22314. Tamps. FL 36810 Job Truss Truss Type Oty Ply Park ScISAmelons-A or C_TRAv T11721095IP2392ACTF7OROOFTRUSSI1 0.1-8 H' 1f3—O I 1.• Z —V.IO.IOEL2vgrkv4uEJUYC2jF2kFng-P(WBfbja?zmGMA001 rF2i1-1DSZc3pUbtd71 zAvhysYwl it.tt-t2 Stale = 1:33.4 24 II 114 = 7x8 II 4)8 II axe II axe II 2xa II Site II AIMS II 44 11 8xa = 3x8 II 1 2 3 4 23 5 a 7 a 9 10 11 Ste II axe = 3x8 II 34 II 2,15 II 4x8 11 4x8 II 34 II are = 61 Ix3 = LOADING ( psf) TCLL 40.0 TCOL 10.0 BCLL 0.0 BCOL 5.0 SPACING- 24)-0 Plate Grip OOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FSC2014frPI2007 CSI. TC 0.53 BC 095 WB 0.88 Matrix) DEFL. in (loc) Udell Ud Vert( LL) -030 17 >769 360 Vert(TL) - 0.46 17 >492 240 HOr2(TL) 0.07 12 n/a n/a PLATES GRIP MT20 244/ 190 Weight: 152 lb FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puriins, except BOT CHORD 2x4 SP No.t (flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 12=1281/0.3-8, 21-1758/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3572/0, 3-4=5014/0, 4-23=6426/0, 5-23=-6426/0, 5.6=6667/0, 6.7=-6W7/0, 7-8= 5422/0. 8-9=386610. 9-10=2693/0 BOT CHORD 20-21=0/2174, 19.20=0/5014, I8.19=0/6029, 17-18=0/6667, 16.17=0/6667, 15.16=0/6103, 14-15- 0/4775,13.14-0/3866,12-13=0/1549 WEBS 10. 12=-1971/0,2-21=-2744/0,10.13=0/1514,2-20=0/1850,9.13=1520/0,9-14=0/773, 3.20= 1870/0, 3.19=0/820, 8-14=-1179/0, 4-19=131610. 8.15=0/856, 4-18=0/618, 7-15= 901/0. 5-18=712/162, 7-16-80/1157, 5.17=385/145, 6-16=430/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface 3) "Semi- dgid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-9-8, 239 lb down at 3- 9-8, and 239 lb down at 5.9-8, and 239 lb down at 7-9-8 on top 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 + Floor Live (balanced): Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads ( ptf) Vert: 12- 21-10. 1-11-100 Concentrated Loads ( lb) Vert: 2= 239(8) 3=239(B) 5=239(B) 23-239(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - V n rrt 0 arlryAywithparema, co and READ NOTES is bade AND INCLUDED let ers REFERENCE PAGE Mlr-7Q.1 bail. building cotdfs BEFORE USE. Design valid for use any wbll Mrtelt® connectors This design is based only upon parameters atxxwn, and a for an udrvqual busdmp camponenl, nil a truss system. Before use, the building designer must verity the AWC billy or design Parameters and property incorporate this design into the overall buildup design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing its always required for stability and to prevent collapse with possible Personal Injury and property damage. For general guidance regarding the vsr lemoation. Storage, delivery, erection and bracing of trusses and truss systems, we ANSUTPII Quality Criteria. OSS49 and SCSI Building Component 6904 Parke East SM. Safety Information evadable from Truss Plate Inumda. 218 N. Lea Slide. Suite 31Z Alexandria. VA 22314. Tamps. FL 36810 Job Truss Truss Type oty Ply Park Sq/BMcale S-A or C_TRAY T11721096 P2392ACT Fa ROOF TRUSS 4 1 my w as Lumber. IsIMM, rL. 13 a1•e H 1.3.0 ao+u a npr tv tuto Mu as mouslnes. Inc. Mon Jul o r u.au.ae Al I r rape 1 ID:IbEL2vgrkv4uEJUYC2jFzkfng-PIMrBfbja?zmGMA001 rF2iDUOCSNUkxd?13Avhy$YvA Sr. 1:17.2 14 = 34 = 1tA It 1X3 II 34 = 3x3 = 1 10 — 2 3 4 S 6 14 = 3x3 = 11 10 9 34 e 34 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 039 Ven(LL) -0.05 8-9 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.40 Ven(TL) -0.07 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 54 lb FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3((lat) BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing. REACTIONS. (Ib/size) 12-539/0-3-8.7-539/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=535/0, 1-13=534/0, 7-14=53510, 6-14=-534/0, 1-2=492/0, 2-3=108910. 3-4-108910, 4-5-1089/0, 5-6-492/ 0 BOT CHORD 10- 11=0/912. 9-10=0/1089, 8-9=0/912 WEBS 6-8= 0/632, 1-11=0/632, 5-8=583/0, 2-11=583/0, 5.9=0r380, 2-10=0/380 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi-rlgtd pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.10d (0.131* X 7) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNINO • Valy dsalgn Paramalara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10N3,2015 BEFORE USE. Design valid for use only well MiTekm connectort. This design Is baled drily upon parameters shown. and is for an Individual budding Component, not a truss system. Betas use. the budding designer must vany the applicability of design paramHert and property Ucorporate this design into the overall budding design. Bracing indicated Is to prevent buckling of mdlvldual trust web and/or chord members only. Addewnal temporary and permanent bracing is always requuad tot stability and to prevent collapse with possible personal injury and praperly, damage. For general guidance ragamng the is fabrication, storage, delivery, aractidn and bracing of trusses and truss systems, tee ANSVTP11 Quality CAtarla, OSS49 and SCSI Building Component 69N Parke East Brad. Safety Irdonmadon avaWble Imm Truss Pete Institute. 216 N Lea Street. Suns 312. Alexandre. VA 22314 Tampa, FL 38610 Job Truss Truss Type Ply Park Sq/Batceana-A or C_TRAY loty I T11721097 P2392ACT FSA ROOF TRUSS 1 1Job m. 1— __. —"—. a rpr i Sao. IO•IkEL2vgrkv4uEJUYC2tf zkfrt trw007CLLJ5dtVIDzkMUav1e00XMOC4mOhjkR7ysYvrk 1.3.12 1.3.0 1.74i ( Scale - 1:17.2 14 1x3 = 34 II 34 = lia II 1x3 II 3x3 = 34 = 1 3x3 — 18 2 3 4 5 a 7 jx3 a 34 = 144 14-0 OIL24114d 6-74 era 34 11 LOADING (psf) SPACING- 2-0.0 CSI. OEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.05 9.10 999 360 MT20 244/190 TCOL 100 Lumber DOL 1.00 BC 0.41 Vert(TL) 0.07 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 57 lb FT - 20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6" oc purlins, except BOT CHORD 2x4 SP No 2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. (lb/size) 8=439/0-4-0, 12-640/0-8-7 Max Grav 8=449(LC 4), 12=640(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-15=450/0, 7-15=450/0, 3.4-739/0. 4.5=739/0, 54=739/0, 6-7-399/0 BOT CHORO 11-12=01416, 10-11=0f739, 9-10=0f716 WEBS 7.9=0/ 511, 3-12=579/0, 6.9=-440/0, 3-11=0/490, 4-11=254/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid phchbreaks including heels' Member end fixity model was used in the analysis and design of this truss 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131" X Y) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies wwied 0 WARNING - Verily design parameters end READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE MIF7473 rev. 18103/20111 BEFORE USE. Design valid rot use only with MRek® connectors This design is based only upon parameters Stawn. and is fbr an mdmaual beading component. not a truss System. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the owed building design Bracing indicated is to prevent buclemg of individual tons web and/or card members Only Additional temporary and permanent bracing always required for stabtlay and to prevent collapse with possible personal Injury and property damage. for general guidance regarding tits fabrication. Storage• delivery, erection and bracing of trusses and truss systems, see ANSVrPlI Quality Criteria. OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plete Institme, 218 N Lee Street. Suite 312. Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Part SyBarcelon" or C TRAY T11721096 P2392ACT F9 ROOF TRUSS 4 1 ID.lbEL2vgrkv4uEJUYC2jFzkFng-trwDO7cLLJ5diNADzkMUavlkdOeCDDfmDtljkR7ysYwk 1.5-8 1 Scale = 1:17 1 1x3 II 1.3 II 3xa = 14 II tx3 11 34 = 1 34 2 3 4 5 6 7 3x3 II + + 310 II M 3,3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.12 Ven(LL) -0.01 9 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 100 BC 0.10 Vert(TL) -0.01 9 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0 14 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 53 Ill FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14-239/Mechanical, 8=243/Mechanical. 11-490/0-8-0 Max Grav 14-249(LC 10). 8=253(LC 7). 11=494(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS 4-11=476/0. 1-13=0/293, 4-12=0/279, 7-9=0/300. 4-10-0/285 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.04) oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vanity deslgn perimeters and READ NOTES ON T#dS AND INCLUDED abTEK REFERENCE PACE Ma7473 ray. I&V"OIS BEFORE USE. Design valid for use only with MiTelot connectors. This design is based only upon parameters shorn. and is for an individual budding component, not ! file INK 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 rs to prevent buckling of individual truss wild, aralbl Gard members only. Additional telhporary and permanent tracing is sways required required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, arschon and ontang of trusses and truss systems, sea ANSlITPI1 Quality Crfterls, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21a N Lea Street. Suite 312. Alexandria. VA 22314. Tempe. FL 36610 Job Truss Truss Type Ply Park Stiftiveona-A of CTRAY 10ty I T117210BB IP2392ACTFBAGABLE1tJob 1 3x3 II 21A II 314 II y.. . ID:IItEL2vgna4uEJUd 6 YC2jfzkFng•L1TbcLdDUVIKPXRg771w0zrytcwSLSH ZysYwj 4 1'a II 5 17a II 834 II Scale a 1:13.1 12 11 to 9 a 7 34 II Zia II Ila II 1.3 11 t,a II 3.3 II ff1 401.4 0 2 t)7.8 4 t1.&9 2-B LOADING ( psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.09 Ven(LL) Na We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(rL) We n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014f rP12007 Matrix) Weight: 33 lb FT a 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6-10-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 9, 11. 10 FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 OC. 4) " Semi•rigid phchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vargy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Af0.74(73 rev. 1000312015 BEFORE USE. _mot Design valid for use only with MiTakm contactors This design is bated only upon parameters shown, and IS rot an individual budding component, not a truss system Before use, the budding designer must verity the apptrcablliy or design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent bucklmg of Individual tens web and/or Chord members only Additional temporary and permanent btw^ is always squired for stability and to prevent cobapse win possible personal injury and property "mega For gemarat guidance regarding the low fabncalron, storage, dahvery, erection and braang o1 trusses and truss systems, sae ANSUTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information availabb frbm Truss Plata institute, 216 N Las Street, Suds 312. Alexari0na, VA 22314. Tamps, FL 38610 Job Truss Truss Type Oy Ply Park SglBarcelona•A or C TRAv T1t721100 P2392ACT f10 •GABLE 1 t 10:knEL2vgikv4uEJUYC2jfzkfngaV awcxy_9CdYRjs3mkroR2XoCE0441k5WsitysYwr Scale a 1.137 21t4 II 3110 II 41x3 II 51x3 II 61xi II 73x3 II 14 = Ira = 14 13 12 11 10 9 a 14 II tx3 II 1x3II 1t4 11 1411 1x3It 3x3II LOADING (psi) SPACING- 2.0-0 CSI. OEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.10 Ven(LL) rite We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a n/a 999 BCLL 00 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 8 We We BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 35 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(0at) TOP CHORD Structural wood sheathing directly applied or 6-" oc punins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. OTHERS 2x4 SP No 3(Oat) REACTIONS. All bearings 7-2-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 14, 11, 9, 10, 13, 12 except 8-1323(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=1317/0 NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1.4-0 oc. 4) "Semirigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-110d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1 00 Uniform Loads (plf) Ven: 8-14=10, 1-7=100 Concentrated Loads (lb) Van: 7-1265 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 THIS AND INCLUDED MITEK REFERENCE PAGE 401.703 raw. 1"&2015 BEFORE USE. t Design valid for use only with MiTak® connectors. This deign is based only upon parameters shorn, and is rot 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 buddng dasgn Bracing xdu;ated is to prevent Oucdng of individual Ms web ariNer chord member only. Additional temporary and Permanent or" rs always required rot statxldy end to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and breang of hustles and truss Systems. see ANSVIPIt Oualhy, Cnteda, DS842 and SCSI Building Component 69W 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 Dy Ply Park SglBvicelons-A or c_TRAY I T11721101 P2392ACT Fit ROOFTRUSS a all 12 ILL I0:16EL2vgrkv4uEJUYC21FzkF;lg awU(y_9CdYRjS&Zk 22VJjC8843Fk:5Wsi1ysYwr 0-1-8 H 1.3.0 i Scale - 1:13.2 114 11 2 34 = 314 It 4 1,4 11 5 34 = 83,0 11 3,4 = LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) 002 7$ 999 360 TCDL 10 0 Lumber DOL 1.00 Sc 0 19 Vert(TL) 0.03 7-8 999 240 BCLL 0.0 Rep Stress Ina 1YES WB 0.12 Horz(TL) 000 7 n/a n/a BCOL 5 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - 3xB = PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20%F, 1146E TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6.40 Die purtins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/sae) 7=364/Machanical, 10=364/0-8-0 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=49310. 3.4=493/0. 4-5=-493/0 BOT CHORD 9.10=0/326, 8.9=0/493, 7-8-01338 WEBS 5-7=-450/0, 2-10=-443/0, 2-9=0/256 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections 3) " Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design parameters and READ NOTES ON TM AND INCLUDED MITEK REFERENCE PAGE MII-74?1 rev. 10NL70tS BEFORE USE. rI Design valid got use only with MilekB connectors This design is eased only upon pa ameters shown, and Is for an ndrvduai building component, not a truss system. Before use. the building designer must verify the appl,cabilt of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent Welding of individual wits web and/or Chord members Only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible pereorlai injury and properly, damage. For general guidance regardmg the fabrication. storage. delivery. erection and bracing o1 trusses and truss "tuns. see ANSVTPi1 Quality Criteria, OSS49 and BCSI Building Component 6904 Parke East Bled Safety information available from Truss Plata InstnNe. 218 N. Lee Sir". Suds 312. Alexandria. VA 22314 Tampa. FL 36810 Job Truss Truss Type Qty Ply Park Sgftrcelone-A or C TRAY Ttt)211M P2392ACT F11G ROOFTRUSS 1 1 12 ii O1•e H i 1.3.0 1 2 3x4 = r.wv a rwr n — ro win— m—sums, me man am o r u.au: r r tvr r raga r ID:ItiEL2vgrkv4uE JUYC2jF2kFng-2hYy8yYaf TLU9al3dTF4LeVcObSbpSbunGPETysYwq 3 110 11 4 1.3 11 5 3x4 = a 34 11 3x4 = 34 = Scale = 1:13.2 fi•11.4 t ell. Plate Offsets (X.Yh f8:0-1-8.Edael. I9:0-1-8.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. to (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Ven(TL) -0.06 7-8 >999 240 BCLL 0.0 Rep Stress Iner NO WB 0.37 Horz(TL) 0.01 7 n/a n/a SCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 39 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except SOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP N0.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=120310-3-8, 10=1203/0.8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1619/0, 3-4=1619/0, 4.5=1619/0 BOT CHORD 9-10=0/1091, 8-9=0/1619, 7-8=0/1130 WEBS 5-7-1505/0, 2-10=1483/0, 5-8=0/737, 2-9=0/780, 3-9=-462J0, 4-8=437/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 6.11-4 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 7-10=10, 1-6=353 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies D WARMNG • VaNfo loath parameters and READ NOTES is bass AND IN on pare Afters REFERENCE and is PAGE a047Q1 rw. building component. BEFORE USE. Design r•Ib ter use Dory with MiTekm connectors This Design is based only upon parameters anown, are a for an individual buUaing cemponem, net a truss system. Before use, the budding designer must verity the sipplrtabiley of design parameters and properly incorporate this design into the overall building anpdesign. Bracing indicated is to prevent buckling of individual truss web snorer chard members only. Additional temporary and perment bracing is always requited tot stability and to prevent collapse with possible personae injury and property damage For general guidance regarding the fabricirWn, storage, delivery, arearon and bracing of trusses end buss systems, we ANSVTPH Quality CAteds. OSS49 and SCSI Building Componam 6904 Parke East Blvd Safety Information available from Tens Plate Instauts. 218 N Lee Street, Suite 31 Z Alexandria, VA 22314 Tamps. FL 36610 F12 Lumber. Bartow, FL. t 1.3-0 13411 23x3= Type IOty IPly ( Park SyBarubns-A arc TRAY T11721103 TRUSS 3 1 Job Relererlee footiortall 7.600 a Apr 19 2016 MRek Industries. Inc. Mon Jul 31 12.50.17 2017 Page 1 Scale a 1:13 2 3 1)0 11 a 1 x3 11 S 34 = 634 11 34 10 B a 7 34 = 3x8 = 3xB = 1.&0 t 1t 5.5.0 8.11.0 3-11-0 1-&0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Ven(LL) -0 02 9-10 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 Bc 0.19 Vert(TL) -0.02 9-10 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 40 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SP No.2(Oat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=367/Mechanical, 7=367/Mechantcal FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=499/0, 3-4=499/0, 4-5=-499/0 BOT CHORD 9-10=0/340, 8-9=0/499, 7-8-0/340 WEBS 5-7-463/0.2-10=453/0 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vanity design pannreters and READ NOTES ON TtaS AND INCLUDED NITEK REFERENCE PAGE NX7473 rev. taN3/29f3 BEFORE USE. Design valid for use only with M(Tek® connectors. Thla design is booed only upon parameters strewn, and is tot on indMdual building component, not a was "am Before use, the (wilding designer must verity the applicability of design parameters and property incorpdrne this design into the Overall building design. Bracing indicated la to prevent buckling of Individual truss web and/or than; members dray. Additional temporary and permanent Waiting is afwsys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, Stange. delivery, erection end bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria. OSS49 and SCSI Building Component 6904 Perko Fast Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexanana, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply SgfBarcalon A or C_TRAY 1p"T11721f04 IP2392ACTFriSPECIAL1 III Mid-Flonda Lumber. Banow. FL. 7.640 a Apr 19 2016 MfTek Ind lines. IM. Mon Jul 31 12.5024 2017 Page 1 ID•ttiEL2vgdar4uEJUYC2jfzkFng-LtTbcLd__6dDUVfKPXRtj771hvOmSyWNwSLSH ZysYwj tac3 2 ( 1310 4 I o I 2178 , 42.3.10 2S1e. 261. 2•1-14 z 4 4 a4 2.3,4 Scale - 1:38.0 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x10 = tx4 If 4x10 = ,x4 II 3xS = lx4 II Sid) = 1x4 II 4x8 = 1x4 II 10 = 1 2 3 4 5 23 6 24 7 a Y5 9 10 2611 22 _. .. ... .. ._ .. ._ ... 12 4x4 II 5x12 = 2x4 II 4x10 = 600MT20HS = US 2x4 II 3x10 = 2x4 II 4x14 = 3x4 II 2!<3b1lSE31l 3d• 3fb F3G7liFi3L fiL'6i F33L11i36G7 LOADING (psf) SPACING- 2.0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 TCDL 10.0 Lumber DOL 1.00 BC 0.87 BCLL 0.0 ' Rep Stress Ina NO WB 0.82 BCDL 50 Code FBC2014rrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 D 'Except* 7-11. 2x4 SP No 2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 1-21,3-21.3.19,5-19,5.17,11-13,9.13,9.15,7-15,7-17: 2x4 SP No 2 REACTIONS. (lb/size) 22-3101/0.7-4, 12-2558/0.3-8 Max Uplift22=804(LC 4). 12=653(LC 5) DEFL. in (loc) Well Ud Ven(LL) -0.64 17 >402 360 Ven(TL) -1.01 17 >257 240 Horz(TL) 0.09 12 n/a n/a PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 244 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.5-5 oC purlins, except end verticals. BOT CHORD Rigid ceiling direly applied or 9-64 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=2747/719. 1-2-5674/1463. 2-3=5674/1463, 3-4-13072/3317, 4-5=13072/3317, 5-23-1481413643, 6-23-1481413643. 6-24=14814/3643. 7-24=-1481413643, 7-8-10983/2749, 8-25=10983/2749, 9-25-1098312749, 9-10=4702/1195. 10-26=-4702/1195, 11-26=-4702/1195, 11-12-2212/572 BOT CHORD 21-22=-101/386, 20.21-2709/10574, 19-20=2709/10574, 18-19-3854/15370, 17-18=3854/15370, 16-17=3469/13975, 15-16=3469/13975. 14-15=2280/9028, 13-14-2280/9028. 12-13-83/318 WEBS 2.21=552/171. 3-20=-69/337, 4-19=509/158. 5-18=98/464, 6.17=685/207, 7-16-138/622, 9-14=-101/469, 10-13=436/139, 1-21=1490/5786, 3.21-5362/1364, 3-19=-683/2734, 5-19=2515/671, 5.17=-609/231, 11-13=1215/4789, 9-13=-4734/1187, 9-15-538/2140. 7-15=32741868, 7-17=345/918 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows. 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Wind. ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Ops1; h=25f1; 8=45R; L=24rt; eave-411, Cat. It: Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pill bottom chord live load nonconcurrent 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 $04 lb uplift at joint 22 and 653 lb uplift at joint 12 9) Girder carries tie-in span(s): 5 0 from 0-0-0 to 10-11-4; 2-10-0 from 16-3-4 to 21-6-12; 5-0-0 from 0-0-0 to 10.11-4 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING • Verity design parametera and READ arOfES ON 1710S AND INCLUDED WrEK REFERENCE PAGE 41110-7473 row. 100MO1S BEFORE USE. Design valid for use only with MUM connectors This design rs based only upon parameters shown, and is for an indiviaual bum component. not a truss systeru Before use, the building designer must vent' the applicability of design parameters and papery incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor Chord members only. Additional temporary and permanent Oracxtg is always requirad for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss syateins, sae ANSVTPIt Quality Criteria. OS349 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Su". Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park StIrBarcelona-A or C TRAY T11721104 P2392ACT FTt SPECIAL 1 n Mmd-Flonda Lumber, 118r10w, FL I W u a Apr iv Line MI I sK maustrleS, mc. Men its 31 iz-w La Nl / rage L IO:ItiE)_2vgrkv4uEJUYCAFd:kFri"E/_pheetwLL7pvb59Oy(Krsfg6hrac3MCgW?y$Ywi NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 114 lb up at 10-9.4 on top 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=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 1.6-298. 6-25-100, 25-26-239, 11-26-115, 12-22-10 Concentrated Loads (lb) Vert: 6=-429 O WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. t0A3,2015 BEFORE USE. Design valid for use only with MTabD Connectors. This design Is based only upon parameters shown, and is for an individual building component, no a truss system Before use, the budding designer must verity the applicability d design psrametem and property incorporate this design Into the overall budding design Braung indicated a to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing is alwsys raqudad for stabdoy and to prevent Collapse with possible perwnal Injury and property damage. For general guidance regarding the fabrication, storage, dakvi ry, erection and bracing of trussus and truss systems, we ANSUTPI1 Duality Criteria, OSB49 and SCSI Building Componem 69W Parse East 8W. Sdaty Information malible rem Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job ss Truss Type Oty Ply PaSglBa rkrcelens-A or C TRAY IT" i T11721105 P2392ACT FT2 SPECIAL 1 n Md• Flards Lumber. Bartow. FL 7.640 s Apr 19 2016 Mrrek Industim. Inc. Mon Jul 31 12,5025 2017 Page 1 I D: diF-L2vgrkv4uEJUYC21FzkFng-pE 1 _phetxwLL7pvb59Oyf Krsbg6?hy3h?Cq Wr'ysYwi I 2.110 F 4.5 9 e 7 e 6.9 4 I 1a11.2 111-0 I 1s 17.12 ( 19a10 I 21.1ae 2. 110 2.1.14 2.1.14 2.1.14 2.1.14 2.1.14 2.1.14 2-1-14 2.1.14 2-314 Scale = 1:39.0 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x10 = 1x4 II US = tx4 II axe = 1x4 II Site = Us II US = 1x4 II 3xe = 1 2 3 4 5 23 6 24 7 e 45 9 10 11 12 3x4 II 5x12 = 2x4 11 4x3 = 7x10 MT20HS = 3xe = 2x4 II 4xe = 2x4 I I Sx10 = 3x4 II Zk31 8.3772- 1 • LOADING ( psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 100 TCDL 10.0 Lumber DOL 100 BCLL 0.0 ' Rep Stress Ina NO SCOL 5.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) Udell L/d TC 0.99 Vert(LL) 0.63 17 >411 360 BC 085 Ven(TL) 0.98 17 >263 240 WB 0 73 Horz(TL) 0.09 12 n/a n/a Matnx- M) LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 'Except' BOT CHORD 1- 21,3-21,3.19,5-19,5.17,11-13,9.13,9-15,7-15,7-17: 2x4 SP No.2 REACTIONS. ( lb/size) 22=2776/0-74, 12=2261/0-3-8 Max Uplif22=-727(LC 4), 12=578(LC 5) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=24371646. 1-2-5070/1319, 2-3=507011319. 3-4=1193013051, 4-5=-11930/3051. 5.23=14068/ 3478, 6-23=1405813478. 6-24=-14058/3478. 7-24--14058/3478, 7-8-11035/ 2781, 8-25=11035/2781, 9-25-11036/2781, 9.10--4345/1106, 10-11-434511106, 11-12=1993/517 BOT CHORD 21-22-91/341, 20.21-2496/ 9658, 19.20=2496/9658, 18-19=3647/14447, 17-18=-3647/14447,16-17=3398/13600,15- 16=-3398/13600,14-15=2217/8735, 13-14=-2217/8735,12-13=71/275 WEBS 2-21=-450/146, 3.20=86/400, 4-19=400/132, 5-18-131/593, 6-17-726/219, 7-16=146/646, 8-15=384/123, 9. 14--68/340, 1-21=1345/5174, 3-21=502111287. 3-19=627/2486, 5-19=27551734, 5-17- 5061211, 11-13-1130/4447. 9-13-4804/1216, 9.15=638/2516, 7-15-2807/758, 7- 17=242/548 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 2" lb FT - 20% Structural wood sheathing directly applied or 144 oc puAtns, except end verticals. Rigid ceiling directly applied or 9-9. 6 oc bracing. NOTES- 1) 2-ply truss to be connected together with IOd (0.131 "x3") nails as follows Top chords connected as follows, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0. 9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated 3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf; h-25R; 8=45R; L=24f1; eave=4f1, Cat II; Exp B: Encl.. GCpt=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10. 0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fA between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 727 lb uplift at joint 22 and 578 lb uplift at joint 12. 9) Girder carries tie-in span(s): 5-0. 0 from 0-0-0 to 10-11-4; 2-10-0 from 16-3-4 to 21-6-12; 5-" from 0-0-0 to 10.11-4 10) "Semi -rigid pilchbreaks including heels" Member end fully model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies r QWARNING • VeAI y design with MrTeNSpaternot. co nett READ NOTES is lase AND INCLUDED Mters REFERENCE PAGE M1vd al rev. budding component. BEFORE USE. Design veld for use only with MRe1a® cenrlectors. This design is Waed only upon parameters shown, and u Mt an individual Duddmg COr1lpOneM, not a truss system Befora use. the building designer must verily the applicability of design parameters and property Incorporate this design into the overact budding design. Bracing indicated Is to prevent buckling of uamdual truss web and/or enord 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 ANSVTPI1 Ouslhy Criteria. OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Pate Institute. 218 N Lee Street• Suite 312. Alexandna, VA 22314. Tempe, FL 36610 Job Truss NSS Type aty Ply Park SplBartebna-A or C_TRAY 1SPECIAL1 T11721105 P2392ACT FT2 610+10rd8 Llrmber, tMndW, I•L. rWV{Ilpr le LV 10 MII ea I/gYi1110{,UK MOII JYI i11LVIl:Li NI/ raga[ ID:ItiEL2vgrkv4uEJUYC2lFzkFrtg-pE 1 _phectwLL7pvb590yf Krsbg6?hy3h?Cg1MysYwi NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 513 lb down and 137 lb up at 11-0.0. and 463 lb down and 123 lb up at 16-2-6 on top 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-1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 1.6=249, 6-25=100, 11-25-115, 12-22=10 Concentrated Loads (lb) Vert: 6-513 25-463 O WARNING - VetNy design parameters and READ NOTES ON rMS AND INCLUDED MITEK REFERENCE PAGE M67473 rev. IMM015 BEFORE USE. Design valid for use only with MiTek® conrlecor$ This design is based only upon parameters shown, and Is for an individual building component, not a truss system Before use, the gubdung designer must verily the applicability of design parameters and property hncorporale this design into the overall budding design Bra" indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing rs aways required for stability and to prevet cauapse with possible personal merry and property damage For general guidance regarding the isbrh. on, storage, delivery, ensdon and bracing of trusses and truss systems, sea ANSVIPII Dually Criteria, OSS49 and SCSI Building Component 6904 Parke East Bhd. Safety Information available from Truss Plate Include, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgfttcelwwA or f_TRAV T11721106IP2392ACTFT3SPECIAL3 Ma-Fkxma Lumber. Banow, FL. 7 640 s Apr 19 2016 MiTak Industrial. Inc Mon Jul 31 12:50:26 2017 Page 1 I D:ktEL2vgrkv4uEJUYC2jfzkFng-IObM 11 fEeETCkzUnfsvBCYN2yEOLON4DwexO2SysYwh i 1-has 3874 53e ( 939 1,-3-e 1 1342 ( 14tll I 18.7-0 i t-10.5 1$9 10 2•a0 240 230 1$10 1$a 1.10.5 Scale - 1.29 6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2411 6x1oMT18HS = 1x4 II 54 = 1x4 II 1 21 2 3 4 22 5 23 ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 6's = 7x8 MT20HS = 10 11 5x9 = t 5x4 II 24 6 7 8 9 25 10 20 20 11 64 MT18HS = 214 I I 7x8 MT20HS = 626 = 2.4 11 5x9 = 214 11 11 4x6 MT18HS = 4x4 = 1.1a5 3.6.14 5.3-a 7-39 9.3.9 11.3.9 13.a2 14&11 1& r } t•tas %It-9 t-s-to 2-ao 2-a0 i 2•ao 1-t1•to i e•9 1-ta5 Plate onsets of.YI- 12:0-2-12.0.2-41.118:0-3-0.0-2-41 LOADING (psQ SPACING- 1-4-0 CSI. OEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 039 16 >502 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) 0.61 16 >321 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 HOrz(TL) 0.08 11 n/a n/a MT18HS 244/190 BCOL 5.0 Code FSC2014fTP12007 Matrix-M) Weight: 280 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except. 2- 20,2-18,4-18,9-11,9-13,7-13: 2x4 SP No 2 2-2-0 oc bracing: 17-18.16-17. REACTIONS. ( lb/size) 20=7375/0-". 11 =3092/Mechanical Max Uplift 20-1091(LC 4). 11=-447(LC 5) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-659/104, 1-21=638/95, 2-21=638/95, 2-3=20944/3070, 3-4=20944/3070, 4- 22-24334/3529. 5-22=24334/3629. 5-23=24334/3529. 23-24-24334/3529, 6- 24=-24334/3529.6.7-19873/2873, 7.8--9763/1411. 8-9=9763/1411, 9-25-260/38. 10- 25=260/38 BOT CHORD 19-20=1726/11713, 18-19=1726/11713. 17-18-4204/28831, 16-17-4204/28831, 15. 16=2873/19873, 14-15=2181/15082, 13.14=-2181/15082, 12-13-749/5180, 11- 12=749/5180 WEBS 4-17=417/69. 4-16=49871749, 6.16=-738/4947, 6-15=22471339. 7-15=781/5312, 7- 14--51/412, 3-18=1010/165, 2-20=12689/1869, 2-18=1540/10577, 4-18=9031/1300, 9. 11-5637/815, 9.13=758/5251, 7-13=-6090/883 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face to the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=15R; 8=45ft; L=24ft; eave=oft; Cat It: Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate gnp DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent 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) Refer to girder(s) for truss to truss connections. Printed copies of this document are 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1091 lb uplift at joint 20 and 447 Ili uplift at not considered signed and sealed and joint 11. the signature must be verified on 10) Girder terries tie-in span(s): 1"-0 from 0-0-0 to 5.8-0 any electronic copies 11) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6305 lb down and 911 lb up at r' IWOMI -' ViR& aslpn Parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MO.7Q) ray. 1""015 BEFORE USE. 1 Design valid for use only with MITakm connectors This design is based only upon pis ametera shown, and is for an ndrvkdual building component, not a truss system Sears use, the buildup aesgner must v" the applicability of design parameters and properly incorporate this design into Me overall building design. Bracing Indicated is to prevent bucking of Indmdual truss web andiat 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 raganlmg the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Park" East Blvd. Safety Information available from Trust Plate Institute. 218 N Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36810 Job Truss Truss Type Ply Park Sglaarealena•A or C_TRAY 10" y Tt1721108 P2392ACT F'r3 SPECIAL 3 Job Mrd•Florlda Lumber, Barlow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase-1 00, Plate Increase-1 00 Uniform Loads (plf) Vert: 1-22 -604. 10-22=-67, 11-20-7 Concentrated Loads (lb) Vert, 4-6305 7 640 a Apr 19 2016 Mrrek Industries. Inc Men Jul 31 12:50.25 2017 Papa 2 ID.IbEL2vgrlcv4uEJUYC2lFzkFng•IObM11 (EsETCkzUMsvBCYN2yEOLON40wexO2SysYwh QWARNING • VaAry OWpn perimeters and READ NOTES ON T105 AND INCLUDED ag7EK REFERENCE PAGE 11100-7473 rev. 10N312016 BEFORE USE. Design valid for use only with MITOWConnectors This design is bused only upon parameters shown, and is for an Mohildual budding compatem, rat a Was system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building doagn Staring Indicated is to provem buckling of mdmdual truss web ancifor Nord members Orly AdddxMl temporaryand permanentbracing rs always required for stability and to prevent Collapse with possate personal mlury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS649 and SCSI Building Component 6904 Parke Flat Blvd. Safety Information available from Tens Plate Institute, 218 N Lee Street, Suds 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Dryply Park Sg Sarcalona-A or C TRAY T11721107 P2392ACT Fro SPECIAL 1 2 Job Reference o ional Mid-Flonds Lumber, Bartow, FL. 7.640 It Apr 22 2016 MTek Industries, Inc. Mon Jul 11 14.54.08 2017 Page 1 10:16Ej_2vgrkv4uEJUYC2if zkFng-21sYNOY 1 rm8Jj3T 1 aHX7 W FhnTL4fBP86gcMg7YGysX6j 2-9-5 5.4.14 8-24 i 2-9-5 2.7-9 2-9-6 3x8 1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x4 2 3x4 3 LSx4 II a2x4 I I 5 40 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TIC 067 TCDL 10.0 Lumber DOL 1.00 SC 0.50 BCLL 0.0 ' Rep Stress Ina NO WB 0 70 BCDL 5.0 Code FSC2014frPI2007 Matrix-M) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.04 6-7 >999 360 MT20 244/190 Ven(TL) -007 6-7 >999 240 Horc( TL) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 8-1521/Mechanmal, 5=1832/0-8-0 Max Uplift 6=-413(1-C 4), 5=496(LC 4) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8-1390/387. 1-2=27521747, 2-3=-2943/798, 4-5=-590/168 BOT CHORD 7-11=747/2752, 6-11 =747/2752. 6-12=798/2943, 5-12=798/2943 WEBS 2-7 =965/288, 1-7=-795/2929, 3-5=31311849 Scale a 1.15 5 Weight. 91 lb FT - 20% Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (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 0.941 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 (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=25ft; B=45ft, L=24ft; eave=4ft; Cat. If. Exp 8, End., GCpt=0.18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint 8 and 496 lb uplift at joint S. 9) Girder carries tie-in span(s): 6-8-0 from 0-" to B-7-4 10) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load($) 398 lb down and 106 lb up at 7-" on top chord, and 56 lb down and 15 lb up at 14-8. 56 lb down and 15 lb up at 3-4-8, and 56 lb down and 15 lb up at 5-4-8 and 58 lb down and 15 lb up at 7-4-8 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=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 1-4-335. 5-8-10 continuea on page z Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters end READ NOTES ON IMS AND INCLUDED M7EX REFERENCE PAGE 0I-7473 rev. 10N IMS BEFORE USE. Design valid for use only with MiTelt® connectors This design is based only upon parameters shown, and is for an individual budding Component, net a truss system. Before use, the budding designer must verity the sppicabiWy or design parameters and property incorporate this design into the overall budding design. &araig etdrf:ated IS to prevent bMlrJd g of individual truss web Shofar chord members Only. Additional temporary end permanent bracing is always require for siabbdy She to prevent collapse with possible personal injury NO property damage For general guidahu regarding ins in fabr" ioh. Storage, delivery, efearon and bradng Of trusses and truss syMems. sae ANSVTPII Quality Crnerla, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety information available from Thus Plate Institute, 218 N. Lea Street. Suds 31Z Alexandria. VA 22314 Tamps. FL 36810 Job Truss Truss Type Oty1ply Park SgfBarcelowA or C_TRAY T11721107 P2392ACT F1`4 SPECIAL t Z Job Reference (optional) Mid•Flonda Lumber. Barrow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=56(F) 9-398 10=56(F) 11=56(F) 12 =58(F) 7 610 s Apr 22 2016 MiTek Industries, Inc. Mon Jul 31 14:54.08 2017 Page 2 I D,tUEL2vgrkv4uEJUYC2jFzkFng-2fsYNoY 1 m8Jj3T 1 aHX7MhnTL4fBPB6geMg7YGysX6j O WARNING - Verify design parameters and READ NDI ES ON INS AND INCLUDED MTEK REFERENCE PAGE MI41472 rev. IMM015 BEFORE USE. KNOW Design valid for use only with WSW Connectors This design is based only upon parameters drown, and is rot an Individual building Component, not a truss system. Betpla use, the bu9omg designer must vent' the applicability of design parameters and ""fly nnear"ate this design ergo the overall build" design Bracing erWeceted is to prevent buckkng of individual miss web andlor cho d members drily Addaionsl temporary and permanent placing is always feguned for vatlaay, and to prevent collapse with possible personal injury end property damage For general guidance regarding me GI fabrKation, storage, delivery, erection and bracing of trusses and truss "=am&. see ANSIRPII Quality Criteria, OSB-09 and SCSI Building Component 69W Parke East BSA Safety Information available from Truss Plate Institute, 218 N LM Street. Suite 312, Aksandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SglBarcelons-A or C TRAY 71172110E P2392ACT FT5 ROOF TRUSS 1 2 Job Reference ioationall moo-1-tonita Lumber. Defrost. I-L. t o4u s Apr iv zula MI I ek moustnes, ulc. Man Jut 71 iz bull 2ul I page 1 ID IuEj_2vgrkv4uEJUYC21Fzkfng-me9kENfsPYb3M73_CaQOIIwN3dnt9wKM81hxbuysYwg i 2+9 I 4.7.7 I 7.0.0 I 2.49 2.2-13 2.4.9 Scale - 1 13 e 54 = 820 II 4x4 = 4x5 = 1.5.4 II 4x5 = 2.4.9 4.7.7 i 2.4.9 2.2,13 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip COL 1.00 TC 029 Ven(LL) 0.04 6-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) 0.07 6-7 999 240 SCLL 00 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.01 5 n/a n/a BCDL 6.0 Code FBC2014frPI2007 Matrix-M) Weight: 78 lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 'Except' 1-7,2-6,35: 2x4 SP No.2 REACTIONS. (lb/size) 8=1290/0-3-8.5=2968/0-4-8 Max Uplift8=-165(LC 4), 5-635(LC 4) Max Grav 8=2225(LC 2). 5=3412(LC 2) BRACING - TOP CHORD Structural wood sheathing direly applied or 5-6-6 oc purlins, except end venicals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.8=1723/156. 1-2-37731317. 2-3=-4684/631 BOT CHORD 7-11=317/3773, 11.12=317/3773, 6.12-317/3773, 6.13=-631/4684, 5-13=631/4684 WEBS 1-7-345/4104, 2-7-767/199. 2-6--344/1263, 3-6=-242/1899, 3-5=-5096/687 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"4") nails as follows. Top chords connected as follows: 2x4 - 1 row at 0-M oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.3-0 oc. Webs connected as follows. 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as from (F) or back (8) 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; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf: h=15ft: 8=45ft; L=24ft: eave=oft: Cat. It: Exp 8; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 8 and 635 lb uplift at joint S. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 1-9-4. 357 ID down at 3-9-4. and 357 lb down at 5-9-4, and 2599 lb down and 698 lb up at 5-94 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=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 1-4-100, 5-8=-10 Printed 'copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verity dsslgn parsmwors and READ NOTES ON TNIS AND INCLUDED AETEN REFERENCE PAGE 11,111-7473 rev. 14110=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, am is for an individual building component. not a truss system. Before use, the budding designer must varly, the appWAblkty, of design parameters and property incorporate this design into the overall budding design Bntmg indicated rs to prevent buckling of individual truss web and/or chord members only Additional temporary and pannanent bracing is always required for aabitdy, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the FAIR fabrication, storage, delwery, !radon and bracing of trusses and truss systems, sea ANSI/TPl1 Gualby, Crlta na, OS1342 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 210 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36810 Job Truss Truss Type Qry Ply Park SglBarcebrla A or C TRAy T11721106 P2392ACT FT5 ROOF TRUSS 1 alit -Flom Lumber, aariow. FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6-217 9=217 10=90(F) 11-217 12="F) 13-2669(F=90, B=2599) I otu a Apr la 2ulo Melak Industries. im: Men Jln 71 12:ww 2ul I Pape 3 IO ItiEL2vgrkv4uEJUYC21FzkFng-mc9kENtsPYb3M73_CaOOltwN3dmgwKMSlhxbuysYwg WARNING • V deal n —rtQerllyitParametersandREADNOTES is rise only INCLUDED aaTElf REFERENCE PAGE Mivd4al rev. building Como BEFORE USE. wasDesignveldforusaDorywithMTalaoPconnectors. This design u based Dory upon panneten crown, and is for an individual budduq cemponertl, not a was system Before use, the budding designer must verily the applicability of design parameters and property mwrporsta this design into the overall building design. Bracing Indicated is to prevent bucidi g of individual buss web and/or Chord members only. Additional temporary and permanent bracing is always raqubed for Stability and to prevent collapse won posable personal injury and property damage For general guidance regarding Ile fabrication, storage, "Nary. erection and bracing of trusses and was systems. see ANSITTPN Quality Criteria, OSS42 and SCSI Building Component 6204 Parke East 8kd Safety Information available from Truss Pine institute, 216 N Lee Street. Suite 312, Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty my Park StIMarcelons-A Or C TRAY Ti 1721 fog P2392ACT 01 MONO HIP 1 1 mid -Fiona Lumber, Bartow, FL. 7.840 s Apr 19 2016 MRek Industries. Inc Mon Jul 31 12.50,28 2017 Page 1 10:ItiEj_2vgrkv4uEJUYC21Fzkfng-Eol6SigUArjw_HeAmHxfHzTSA1 EiuWEWNyOU7KysYwf 6.0.0 f640 t 0 0 6.0.0 2.40 1 4x4 = eA 11 a 3x5 = 1.Sx4 II t.Sx4 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 Incr YES BCDL 10.0 Code FBC2014frPI2007 Scale - 1.20.6 3x4 = 10 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.66 Vert(LL) 010 7-8 943 240 MT20 244/190 BC 0.47 Vert(TL) 0.27 7-8 350 180 WB 0.06 Horz(TL) 0.02 10 n/a n/a Matnx-M) Weight: 55 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 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=385/0-8-0, 10=28310-1-8 Max Horz 8=188(LC 12) Max Uplif8=-85(LC 12). 10-132(LC 12) Max Grav 8-385(LC 1). 10=315(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=313/206 BOT CHORD 7-8=2581152 Structural wood sheathing directly applied or 6.00 oc puffins, 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; VuQ=140mph (3-second gust) Vasd-108mph: TCDL=4.2pst; BCDL-3.Opsf, h=15n; e=45rt. L-24ft; eave=4it; Cat II; Exp B; Pan Encl.. GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 7-6-12 zone; end vertical left exposed;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 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. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 8) Provide mechanical connection (by others] of truss to bearing plate capable of withstanding 85 Ib uplift at joint 8 and 132 lb uplift at joint 10. 9)'Semi-rigid phchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vatty design parameters and READ NOTES ON rmS AND INCLUDED MITEK REFERENCE PAGE M5.7473 rev. I&VI7015 BEFORE USE. Design valid for use only with MiTen® connaCbte. This design Is lased only upon parameters $down. and is for all individual binding COmpenem. net a truss system Before use. the building designer must verify idle appbabikty of design parameters and property inCOrporare this design into the overall building design. Bracing radiated is to prevent bucnrag 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 tabridetion, storage, aviary. araaion and bracing of trusses and truss systems, sea ANSIRPH Quality CAtarla. OSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information avaWble m1m Truss Pale Insintule. 218 N Lee Street. Suae 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Ply Park S460(celons-A or CTRAY 10ty Ttt)21110 P2192ACT G2 MONO HIP 1 1 Mid-Florlds Lumber, Banes, FL. 7 640 s Apr 19 2016 Mrrek Industries, Inc Mon Jul 31 12.50.28 2017 Page 1 ID:t1iEL2vgrkv4uEJUYC2jFzkFn(-Eoj6SjgUAgw__HeAmHxMzTSm 1 FmuWPWNyOU7KysYwf I 4-&0 8-0-01004$0 3+0 4x4 = Scale - 1:25 6 Bit MT20HS II a 1.50 11 4x4 = 1.5x4 II LOADING (psQ TCLL 20.0 TCDL 10.0 SCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.67 BC 0.40 WB 0.05 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=385/0-8-0, 10=283/0-1-8 Max Horz 8=112(LC 12) Max Uplift8-103(LC 12). 10=114(LC 12) Max Grav8=385(LC 1). 10=300(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=3061213 3x4 10 1 DEFL. in (loc) Well Ud PLATES GRIP Vert(L-) 0.15 7-8 >613 240 MT20 244/190 Ven(TL) -0.26 7-8 >361 180 MT20HS 187/143 Horz(TL) 0.03 10 n/a n/a Weight: 50 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. 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; VuK=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 2-0-0. Intenor(1) 2-0-0 to 4-8-0. Exterior(2) 441-0 to 76-12 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 8 and 114 lb uplift at joint 10. 10) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design paramarers end READ NOTES ON TNIS AND INCLUDED aeTEK REFERENCE PAGE WIL7473 rw. 1"112013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon paranlOWS shown, and is for an individual building component, not a truss system Before use, the building designer must Ve* the applkebility of design Parameters and properly mcofpdrate this design into the Overall building design. Bracing Indicated is to prevent bucldmg 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 guidence regarding the fabrication. storage, delivery, arecion and bracing of trusses and truss systems, see ANSUTPl1 Quality Crltena, OSB29 and BCSI Building Component 69W Ps" East Blvd Safety Information available from Truss Plate institute, 216 N. Lee Street Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barubn&A or C_TRAY T11721111 P2392ACT G3 COMMON t f Lumber, Banes, FL. 44 10 9 7.640 s Apr 19 2016 Mnek Ineuslnes. Inc. Mon Jul 31 12:50 29 2017 Page 1 I D:IttEj_2vgrkv4uEJUYC2jFzkFrlg-n?HUf2h6w9mbODMK?TugA?gORc7dzpfccA2fnysYwe I 3-&0 6-0.0 3-8.0 4.40 4x4 = 600F12 3.4 II 1x4 II 53.4 11 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 FBC2014rrP12007 CSI. DEFL. in (toe) uden Ud TC 0.45 Ven(LL) 0.02 6 999 240 SC 0.26 Ven(TL) 0.07 5-6 999 180 WB 0.04 Horz(rL) 0.00 5 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=385/0-8-0, 10=283/0-1-8 Max Horz 10=96(LC 11) Max Uplift 5-128(LC 12). 10=90(LC 12) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=308/290 Scale - 125 7 PLATES GRIP MT20 244/190 weight. 38 lb FT - 20% Structural wood sheathing directly applied or 6-0-0 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; Vint=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf, h=15ft; B=45ft: L-24ft: eave=oft: Cat. II; Exp B; Pan. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-5-4 to 641-0, Intenor(1) 6-8-0 to 9-0-0 zone; end vertical right exposed;C-C for members and forces E 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verity capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 5 and 90 lb uplift at joint 10. 8) "Semi rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of'this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • V deaf n r 0 Verify g parameters and READ NOES is base AND INCLUDED aOers REFERENCE PAGE MIF7473 new. ng component. BEFORE USE. Design veld for use my with M?OIa®tonnectofs This design i3 based Only upon parameters shown, and a far N mdmdual busdnng eornponefnl, rdl a truss system Before use, the buildup designer must veriy Ina applicability of design parameters and property nneofporate this dewgn into the ovaraa building design Bracing indicated is to Prevent buektmg of individual truss web and/or Chord members ony. Additional temporary and permanent bracing Is always required for Stability and to Prevent Collapse with possible personal miury and property damage For general guidance regarding me fabrication, storage, dlhvery, erection and bracing of trusses and truss systems, ba ANSIrrPI1 Quality Criteria, OSS49 and SCSI Building Component SOW Parke East Blvd. Sefety Information available born Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 38810 Job Truss Truss Type oty Ply Perk %'aarratons•A or (:_TRAY T11721112 P2392ACT GI HIP 1 1 M4FlorWe Lumber, Bartow, FL 7 840 a Apt 19 2018 Wilk industries. theMon Ad 31 32.5029 2017 Pep* 1 ID.ItiEL2vgrkv4uEJUYC2IFzkFrlg-i7HUf2h6w9mbODMK?TugA7f1RbTdzvfo A2fnysYwe 2 4 0 5.40 $ 40 2.4 0 2$0 3." 140 411 4k4 = 40 am r 2 13 3 30 = 1x4 r 1x4 11 6 3x4 II R A Scale a 1.21.7 ao1224-0 I s.9o.o 2 e.ao 3.40 Plate Offsets (X.Y)- 14-0-2-0.0-1-121 LOADING (pso SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) 007 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.09 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight, 41111 FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6-422/0-8-0, 12-327/0-1-8 Max Horz 12=92(LC 8) Max Uplift6-207(LC 8). 12=182(LC 8) Max Grail 6-423(LC 18). 12=327(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=262/187, 3-4=281/174, 4-6=-326/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10. Vult-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpix0.55; MWFRS (directional); end vertical right exposed, Lumber DOL=1.60 plate grip DOL-1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live bads. 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 ftl between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 Ili uplift at joint 6 and 182 Ili uplift at joint 12. 9) 'Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 169 Ili up at 2-4-0, and 9 lb down and 76 lb up at 341-0. and 65 lb down and 169 Ili up at 5-0-0 on top chord, and 26111 down and 27 Ili up at 2-4-0, and 12 lb down and 13 lb up at 3-8-0. and 26 Ili down and 27 ID up at 4-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Van: 1-2-60, 2-3--60, 3.4=-60, 4.5--W, 6-10=20 Concentrated Loads (lb) Vert: 2--18(F) 3=18(F) 8=14(F) 7=14(F) 13=9(F) 14=-8(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Veit h design Parameter and READ NOTES is based AND INCLUDED A117Err REFERENCE PAGE dr0.7p3 rail. building component. BEFORE USE. Design veld for use only with MiTelam connector Tiss design r based Dory upon parrtieter Brown, and a for an adnrdual budding comPoneriL not a truss "am. Before use. the building designer must verity the appbrab ity of design parameter and propefly irrarporsts this design into me overall budding design. Bracing indicated is to prevent buckling of individual tress web and/or chord member only Additional temporary and permanent bracing is sways (paired for stability NO to prevent collapse with possible personal injury and property damage For general gudame regarding the real r"ton. storage, delivery, ereddn and bracing of trusses and truss systems, ea ANSVrP11 Quality Cntette, OSS49 and SCSI Building Component 890s Parka East Sho Safety Information available from Tfuss Plata Institute, 216 N. Lae Street. Suite 312. Alaxondna, VA =14. Tamps. FL 36810 Job Truss Truss Type Oty Ply Park SglBarcalona-A or C_TRAY T11721113 IP2392ACTH1MONOHIP11 Job Reference (optionall Mxs•Flada Lumber, Banow, FL. 7 640 s Apr 19 2016 MITek Industries, be Mon Jul 31 12:50.30 2017 Page 1 ID:hnEj_2vgrkv4uEJUYC21FzkFng•ABnsOlkhTzeOaolui 7MOYwxr?BMPLogGvbBDysYwd 1-0-0 2-10-0 5.60 100 2.19 2.10.0 Scale - 1 14.5 4x4 = 30 = 2x4 = 5 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.12 Vert(LL) 0.00 6 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 6-9 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 27 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) 5-208/Mechanical, 2=293/0.3-8 Max Horz 2=73(LC 12) Max Uplift 5=-68(LC 9). 2=93(LC 12) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-" oc purlins, except end verticals. Rigid ceiling direly 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; TCDL-4.2psf; BCDL-3.Opsf: h-25ft; 8=45f1; L=24ft; eave=4ft; Cat. it: Exp B: Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-" to 2-00. Interior(1) 2-0-0 to 2-10-0, Exterior(2) 2-10-0 to 5-6-4 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 M 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 68 lb uplift at joint 5 and 93 lb uplift at joint 2 8)'Semi-rigid pilchbreaks including heels" Member end fully model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verfly daalgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI17473 rev. 1003,2015 BEFORE USE. KNOW Design valid for use only with WOW connector$ This design is based only upon parameters atdwn, and is far an individual building component, to a truss system Before use, the budding designer must verily the applcabibty or design parameters and property incorporate it" design ciao the overall buildup design Bracing indicated rs to prevent buckle g of individual MS web and/or Chard (Mirben$ only. Additional temporary and permanent bracing is always required for aabildy and to prevent Collapse with possible persortal mtury alto property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSS41 and SCSI Building Component 6904 Parka East Bhd Safety Information avaltable from Truss Plate Institute. 216 N. Lee Street, Suite 312. Alexandra, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sgftrcebna-A of C TRAY I T11721114 P2392ACT H2 COMMON 1 Job Reference lootionall MaYFlondis Lumber, Wnow, t-L. r.wu a npr n -ro mi i ea ....sines, inc. nnvn dui a raga ID ItiEL2vgrkv4uEJLrYC2jfzkfng-ABrtsOikhTzeDaoZui 7MOYwYr?yMOwogGvbBDy$Ywd 2.10-0 541.0 ( &&0 i 2.10.0 2.10.0 1.0.0 sits = 2x4 = 20 = Scale - 1.14.7 2.1" 2.10-0 LOADING (psf) SPACING- 2-0-0 CST. OEFL. in (lob) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.08 Ven(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.10 Ven(TL) -0.01 5-8 >999 ISO BCLL 0.0 ' Rep Stress Inor NO WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 22 lb FT - 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.84) oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 1 =24 1 /Mechanical, 3=306/0-3-8 Max Horz 1=36(LC 23) Max Uplift 1=73(LC 8). 3-119(LC 8) Max Grav 1-254(LC 17), 3=318(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-310/105, 2-3=3121103 BOT CHORD 1-5=61/267, 3-5=61/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10, Vuft=140mph (3-second gust) Vasd-108mph, TCDL=4.2psf; BCDL=3.Opsf; h-25ft; B-45ft. L=2411, eave=Oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 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 73 lb uplift at joint 1 and 119 lb uplift at joint 3. 7) "Semi -rigid phchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 170 lb up at 2-10-0 on top chord, and 85 lb down at 2-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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, 6-9-20 Concentrated Loads (lb) Vert: 5=26(F) 2-8(F) 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 panmater, and READ NOTES ON 710S AND INCLUDED MITEx REFERENCE PAGE 11111-7472 m. 1""OIS BEFORE USE. 1 Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is lot an individual building component, no a truss system. Before use, the building designer must verity in* applicability of design panmetaM and property incorprra this design into the overall budding design. BnKaV indicated is to prevent buckling of in truss web shallot chord member only Additional temporary and permanent racing WE e is sways required for Validity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, region and bracing of trusses and truss systems, fact ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 puke Fast Blvd Safety Intomisdon available from Truss Plate Institute, 216 N Lee Street, Suits 312. Alexandria, VA 22314. Tampa, FL 36610 Job TNAS Truss Type Oty Ply Park SglBarcabna-A of C TRAY T11721115 P2392ACT J2 JACK 1 1 Mid- Flords Lumber. Bartow, FL. 7 640 s Apr 19 2016 MITek Industries. Inc. Mon Jul 31 12.50,31 2017 Page 1 IO: ItiEL2vgrkv4uEJUYC2tFzkFng-eNOF4kINSmSVrkMIROVMvb55MFMr5ssy3wl9kf ysYwc 1- P9 2.10-0 140 2.10-0 1 Seale - 1:11.9 2. 0 = 2- 10-0 i 9. 1mn LOADING ( psf) SPACING- 2-0 O CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2014frP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=61/Mechanical, 2-193/0-3.8, 4-28/Mechanical Max Horz 2-75(LC 12) Max uplift3=-38(LC 12), 2--64(LC 12) Max Grav 3-71(LC 17). 2-193(LC 1). 4=43(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/de0 Ud PLATES GRIP Vert( LL) -0.00 7 >999 240 MT20 244/190 Ven( TL) -0.00 4-7 >999 180 Horz( TL) 000 2 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc punins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph, TCDL=4.2psf; BCDL-3.Opsf; h=15ft; 8=45rt; L=24f1, eave=4A; Cat. II; Exp B; Part. Encl.. GCpi=O 55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.0-0, Intenor(1) 2-" to 2-9-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nontwncurrent 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 38 lb uplift at joint 3 and 64 lb uplift at joint 2. 6) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MW 7473 rev. IM312015 BEFORE USE. Oesign valid lot use dnty with MITalla connectors This design is based only upon parameters shown, and is for an individual budding component, not txH F A truss system. Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual Was web and/or Nord members only. Additional temporary and permanent braddlg is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding in* fabrication. Storage, delivery, erection and Wildrig of trusses and truss systems. sea ANSVrPl1 Quality Criteria, OSS49 and SCSI Building componam 69% Pane Fast Blvd Safety Information available from TruSS Plate Institute, 216 N. Lee Street, Suite 312. AlexandN, VA 22314. Tsmpe, FL 36610 Job Truss ss Type P y Park SgMarcelons-A or C_TRAY 10tyP T11721118 P2392ACT J3 K 3 1 Job Mi0-Fbrga Lumber, Bamsr, FL. 7.6406 Apr 19 2016 MRak Industries, Inc. Mon Jul 31 12.50,31 2017 Page 1 ID• ItiEL2vgdcv4uE JUYC2iFzkFng-eNOF4kINSmSVncMIROVMvb5'79FI95ssy3wf9MysYwc 1-0.0 340 140 340 i Scale - 1.19.4 5 3x4 = i 30O 340 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (be) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.26 BC 029 Vert(rL) -0.01 4-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 3 n/a n/a SCOL 10.0 Code FBC2014/rP12007 Matrix-M) Weight 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc punins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=195/0-8-0, 3-70/Mechanical, 4=28/Mechanical Max Horz 5=128(LC 12) Max Uplrft5=16(LC 12), 3=-69(LC 12), 4=22(LC 12) Max Grav 5=195(LC 1), 3=92(LC 17), 4-53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vutl=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L-24ft, eave=oft; Cat. 11; Exp B, Pan Encl., GCpt=0.55, MWFRS (directional) and C-C Exterior(2) -1." to 2.0-0, Interior(1) 2-" to 2-11-4 zone; end vertical left exposed;C-C for members and forces 3 MWFRS for reactions shown: Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 5, 69 lb uplift at joint 3 and 22 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed, copies of this -document are not considered signed and sealed and the signature must be verified on any electronic copies 0 wARMNG . verify daslgn parameters and READ NOrES ON Ties AND INCLUDED M/TEK REFERENCE PAGE a90-7473 note. faCM015 BEFORE USE. 1 Design valid jet use tiny with MlTekm connecting This design is aged only upon parameters shown, and Is sir an individual building component, not a truss system Before use, the bul dung designer must verlly the applicability of design parameters and properly incorporate this design into the overall building design BtW^ indicated is to prevent buckling of individual teas web and/or chord members only. Adddiorul temporary and permanent Gating is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabriwion. storage, delivery, erection and bracing of trusses and truss systems. see ANSUWIII Quality Crttara, OS849 and SCSI Building Component 69N Pare Eau Blvd. Safety Information available from Truss Pate Instnae. 210 N Lee Street, Suite 312. AlexandN, VA 22314 Tamps, FL 36610 Job Truss Type oty Ply Park Sq/Barcelena-A or CTRAY PI- S-S T11721117 P2392ACT JS 4 1 Mod -Florida Lumber, Barlow, FL 7 640 s Apr 19 2016 MRak Industries. Inc. Mon Jul 31 12.50.32 2017 Page 1 t0 IbEy2vgrkv4uE JUYC2lf zkf ng-6aydH4t?D4DMSuxx970bSpdE Reg9gJ55laOrG5ysYwb 1.0.0 5-0-0 i 100 540 20 = Scale a 1 17 3 i 5.0.0 5 0 Plate Offsets (X.Y1— 12:0-".0.0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) udeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 ISO BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 100 Code FBC2014frP12007 Matra-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. REACTIONS. (lb/stze) 3= 111 /Mechanical. 2=298/0-3-8. 4=46/Mechanical Max Horz 2-108(LC 12) Max Uplift3=-60(LC 12), 2=-82(LC 12) Max Grav 3-111(LC 1). 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4,2psf: BCDL-3.Opsf: h=25ft: 8=45ft; L-24ft; eave-4ft: Cat. It: Exp B, Encl., GCpi=O 18. MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces 6 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 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 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 82 lb uplift at joint 2. 6)'Semkigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARMNG • VaMo design Mneke co and READ NOTES ON Ties AND INCLUDED Mters REFERENCE PAGE Md•7I al rail. building component. BEFORE USE. 1 Design veld for use Only with MReleD cannaclors. This design Is daaed Only upon parameters crown, and a fdr an individual Duadirp cemponenL not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing is always required for stability are to prevent collapse with possible personal injury and property, damage For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, see ANSVIPII Quality Criteria. OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from This Plate Instede, 216 N Lee Sir", Suite 312. Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SyBarcelone-A or C_TRAr 1 T11721116 IP2392ACTJ7JACK17 Job Reference (optional) Mxf-Flans Lumber, Bartow, FL. late Offsets (X.Y)- 12:Edoe.0.0-4 7,610 s Apr 19 2015 MfTek Industries. Inc. Man Jul 31 12:Su'JZ 2u11 P094 1 ID.ItiEL2vgrkv4uEJUYC21FzkFn~H4i?D4DMSuxx')7ObSpd9DedBoJ55laOiG5ysYwb 1-0.0 7.0.0 1-0-0 7.0.0 3x4 = Scale - 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCOL 10.0 Lumber OOL 125 SC 0.37 Vert(TL) -0.16 4-7 >510 180 8CLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 0.01 2 n/a n/a 8CDL 100 Code FBC2014/TP12007 Matrix-M) Weight- 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=157/Mechanical, 2=39710-3-8. 4.61/Mechanical Max Horz 2=141(LC 12) Max Uplift3=-85(LC 12), 2=-99(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1), 4-106(LC 3) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf,, SCOL-3 Opsf, h=25ft; 8=45fl; L-24ft; eave=oft; Cat. If: 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 6-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent 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-" 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 86 lb uplift at joint 3 and 99 lb uplift at joint 2. 6) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A10.747z rev. f00=015 BEFORE USE. 1 Design valid for use only with Mftekm connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design 130111" indicated Is to prevent bucWmg of individuel truss web endfor Gerd members only AdddiOral temporary and permanent bracing UweIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabrication, storage. delivery, election and brering of trusses and truss systems, see ANSUM11 Quality Criteria. OS861 and SCSI Building Component 69W Parlor East Blvd. Safety Information available tram Truss plate Institute, 216 N Lae Suet, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SgftMOW4-A or C_TRAY T117 P2392ACT J7T SPECIAL 3 t Job ]- rao•rrenea wimper, eanew. FL. 7.640 a Apt 19 2016 MITek Industries, inc Mon Jul 31 12:50.33 2017 Page 1 ID:ItiEU2vgrkv4uEJUYC2jfzkFng-amWtVOkd OMC42W82gXq_OALJ2w12mtFXESFoYysYwa 0.0 2•t•1 2 6 7-0-0 1.40 2.1.12 0.1. 2 4.8-e Seale - 1:22.2 3x4 = lx4 11 Plate Offsets (X.Yh 13:0.06.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ven(LL) 0.10 6 >855 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.18 6 >471 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4-156/Mechanical, 2=415/0-3-8, 5=49/Mechanical Max Horz 2=141(LC 12) Max Uplift4=-81(LC 12). 2=106(LC 12) Max Grav4=156(LC 1), 2-415(LC 1). 5=99(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf: h=25ft: 13=451L L=24ft; eave=oft: Cat. II; Exp B; Encl., GCpt=O.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6.11-4 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 4 and 106 lb uplift at joint 2. 6) "Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Panted copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verity design parameters and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE MN•7473 rev. 141103MIS BEFORE USE. r Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and a for an individual budding component. not !' RIB RpfL a truss system. Before use, the budding designer must verity the appllratillay of design parameters and property incorporate this design into Ina oaral building design Bracing indicated is to prevent buciding 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 fabrr 1011, storage• delivery, erection and bracing of trusses and truss Systems. see ANSIITPII Quality criteria, OSS49 and SCSI Building component 69N Parke East Blvd. Safety Information available from Truss Plate Insidae• 218 N. Lee Street. Suite 31Z Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Ply Park SitSIMAWWA of C TRAY loty T11721120 P2392ACT KJ2 JACK 2 1 Mal•FronOs Lumber. aanow, FL 7 640 s Apr 19 2010 MTak Industries, Inc. Mon Jul 31 12.50.33 2017 Page 1 10 ItIEL2vgrkv4uEJUYC21Fzkfng-am W1VOkd_OMC42 WBZgXq_OAOa21 MZm LFXESFoYysYwa 1.5-0 4.0.1 n 1-5.0 4-01 20 = LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCOL 10.0 Lumber DOL 1.25 SCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FSC2014rrP12007 LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 CSI. DEFL. TIC0.16 Vert(LL) SC 0.12 Vert(TL) WB 0.00 Horz(TL) Matnx-M) REACTIONS. (lb/size) 3=86/Mechanical, 2=274/0-6-11, 4=37/Mechanical Max Horz 2=75(LC 21) Max Uplitt3=47(LC 8), 2=100(LC 8) Max Grav 3=91(LC 25), 2-274(LC 1), 4=60(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. in (foe) Uden L/d 0.01 4-7 >999 240 0.02 4-7 >999 180 0.00 2 n/a n/a Seta - 1:11.7 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0.1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph, TCDL-4.2psh, BCOL-3 Opsf; h-15ft; 8=45ft; L-24ft; eave=oft; Cat II; Exp 8; Part. Encl.. GCpi=0.55; 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 47 lb uplift at pint 3 and 100 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fumy model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 27 lb up at 1-6-12, and 59 lb down and 27 lb up at 1-6-12 on top chord, and 7 lb down and 2 lb up at 1-6-12, and 7 lb down and 2 lb up at 1-6-12 on bottom chord. The design/selet(ion 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 r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=60, 4-5=20 Concentrated Loads (lb) Vert: 9=4(F-2, 8.2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verity design parameters end READ NOTES ON THIS AND INCLUDED a9TEK REFERENCE PAGE 01-7473 ray. I0,024015 BEFORE USE. Design valid tot use only with Mrek* connectors This design is based only upon parameters shown, and is tot an individual building component, not 4 truss system Before use, the budding designer must verfy the applrrA010ty, of design parameters and properly incorporate this design into the overall building design. Sra0nlg uoicated Is to prevent buckling of individual tuns web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal iniury and property, damage. For general guidance regarding the is hbl'"1011, storage, delivery, erection and bracing of trusses and wss systems, ire ANSVIPIl Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 216 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps. FL 36610 7 Job Truss Truss Type oty Ply Park Sq/Barcelana•A or C_TRAY T11721121 P2392ACT KJS JACK 2 1 Job Mq-FlonOa Lumber, Barlow. FL. T-0 a Apr 19 2016 MRek Industries, Inc, Men Jul 31 12'50'34 2017 Page 1 ID:ItiEL2Vgrkv4uEJUYC21FzkFng-3y4NnmlFlhU 3iC5K7Y23XEiazSL3lDbOlutpKysYwZ 1.5-0 4.2.15 1.11 4-2.15 Scale - 1:19 1 1.50 4.2.15 n 4.2-15 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 024 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCOL 100 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Inn NO WB 0.00 Horz(TL) -0 05 3 n/a Iva SCOL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 17 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=83/Mechanical, 4-35/Mechanical, 5=226/0-11-5 Max Horz 5=96(LC 8) Max Uplift3=-62(LC 8). 4-32(LC 8). 5-136(LC 8) Max Grav 3=83(LC 1). 4-72(LC 3). 5=226(LC 1) 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-2411; eave=4ft; Cat II; Exp a; Encl.. GCpi=0.18: MWFRS (directional), end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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 f6 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joini(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3, 32 lb uplift at joint 4 and 136 lb uplift at joint S. 7) "Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 lb down and 101 lb up at 1-6-12, and 44 lb down and 101 lb up at 1-6-12 on top chord, and 26 lb down and 45 lb up at 1-6-12. and 26 lb down and 45 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=60, 2-3=-W, 4-5-20 Concentrated Loads (lb) Ven. 6=66(F=33, B=33) 7-7(F=3, B=3) Pointed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verily design panmefars and READ NOTES ON TMS rise AND INCLUDED Mters REFERENCE PAGE M0•TIfl rev. budding component, BEFORE USE. 1 Design veld for use any with Mrela®tatrtaMrs This design a based only upon parameter Mown, and la for an individual DuaOng component, not a truss system Before use, the buildup designer must vent' the appmaaky of design parameter and property nlcofportde this design into the overall ibun :ding design Bracing indicated is to prevent budding of individual rdualtrussweband/or Mond membeonly. Additional temporary and permanent bracdtg is avaya required for statiddy and to prevent CWupse wdh possible personal injury and property damage. For general guidance regarding the isix Ka ion. storage, delivery, erection slid bracing of truaaes and truss systems, sea ANSIr in Quality Cellars. OSS49 and SCSI Building Component 6904 Pare East Blvd Safety Information available hom Truss Plate Insldule, 216 N. Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SgGarcelons-A of C_TRAY T11721122 P2392ACT KJS JACK 2 1 MIM1 roraa Lumber. usnow, 1•1- 7.5 2 a Apr IV Zulu Nulek Ind ustnes, Inc Mon Jtn 31 1Z] K Zu I7 Pape 1 ID.IUEL_2vgrkv4uEJUYC2jf zkFng-3y4NimlFlhU3iC5K7Y23XEjUdSl610bObtpKysYw2 i •1.5-0 3.9.8 i 74-14 t-5.0 3.9-6 3-3.8 Scale - 1:18.9 30 = 7.0.14 LOADING (psf) SPACING- 2-" CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 059 Vert(LL) -006 4-7 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 4-7 >506 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 24 Ile FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=156/Mechanical, 2=429/0.5.11, 4=67/Mechanical Max Horz 2-108(LC 8) Max Upltft3=73(LC 8), 2-130(LC 8) Max Grav 3=156(LC 1), 2=429(LC 1), 4=106(LC 3) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, VuK=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-3.0psf; h=25ft; B=45ft: L-24ft; eave=oft; Cat. 11; Exp B, Encl.. GCpi-0.18, MWFRS (directional); Lumber DOL=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 3 and 130 lb uplift at joint 2. 6) " Semirigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12. 51 lb down and 11 lb up at 1-6-12. and 70111 down and 44 lb up at 4-4-12. and 70 lb down and 44 lb up at 4-4-12 on top chord, and 7 lb down and 2 lb up at 1.6-12, 7 lb down and 2 lb up at 1-6.12, and 17 Ile down at 4-4-12, and 17 lb down at 44-12 on bottom Chord. The design/selection of such Connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-60, 4-5-20 Concentrated Loads (lb) Vert: 10=4(F=2, 8=2) 11=10(F=5, B=5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,11167472 rev. 10,VZ2015 BEFORE USE. _iwill Design valid for use only with MrTekm mnneaors. This design is based only upon parameters shown, and Is nor an individual budding component, not a truss system Before use, the budding designer must verify the applicability Of design panrietan and property incorporate this design into the overall budding design Bracing indicated is to prevent budding of individual truss web andfor Gardm membersonly. Additional temporary and peunem bracing rs always required for stability and to prevent collapse wen possible personal injury and property damage. For general guidance regarding the fabrlca ion. $torso*, delivery, erection and bracing Of trusses end truss systems, We ANSUTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parka East Blvd Safety Information available from Truss Plate Institute, 216 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ply Park SgMarcelons-A or C_TRAY 1107 T11721123 P2392ACT KJ7 JACK 1 MIO-Fbrga Lumber. Baftor. FL 1'64V d Apr le Zinc Mll OR IneY3lnea. I1K. Moll JIII 31 1ZAV.35 Z01 / FOOO 1 10:ItiEL2vgrkv4uEJUYC21Fzkfng-X9emw6mtlMcwJLgWgFZ13RFiWsdg1 bWY-YdMtOysYwY 1.5-0 6-2.5 & 1413 552.5 Scale - 122 3 2x4 = 1x4 u 5 3x4 = 5-2.5 4.&9 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 001 5 n/a n/a BCDL 100 Code FBC2014frP12007 Matrix-M) Weight: 42 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=130/Mechanical, 2=522/05.11, 5=314/Mechanical Max Horz 2=142(LC 21) Max Upldt4=70(1-C 8), 2-149(LC 8), 5=69(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-743/124, 11-12=707/132, 3-12=-664/134 BOT CHORD 2-14=206/666. 14-15s206/666, 7-15=206/666, 7-16=2061666, 6-16-206/666 WEBS 3.7=0/258, 3-6=723/224 NOTES- 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph. TCDL=4.2ps1; BCDL-3.Opsf; h=25ft; 8=45ft; L-24ff; eave=4rt; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=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 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 70 lb uplift at joint 4. 149 lb uplift at joint 2 and 69 lb uplift at joint 5. 6) "Semi -rigid pdchbreaks including heels" Member end roily model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6 12. 51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 lb up at 4-4-12, 70 lb down and 44 lb up at 4-4-12, and 93 lb down and 77 lb up at 7-2-11, and 93 lb down and 77 lb up at 7-2-11 on top Chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12. 17 lb down at 4-4-12, 17 lb down at 44-12. and 33 lb down at 7-2-11, and 33 lb down at 7-2-11 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-4=60, 5-8=20 Concentrated Loads (Ib) Vert: 13=53(F=27. B=27) 14-4(F-2. B-2)15-10(F=5, e=-5)16=35(F=17, B=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED *0rEK REFERENCE PAGE NH-7473 rev. 10093/2013 BEFORE USE. 1 Design valid for use only with Weida, Connectors This design is based only upon parameters shown, and Is lot an individual building componam, net a truss system Before use, the budding designer must verify the appl"bitt y of design parameters and property imaporste this design into the overall budding design. Breong indicated is to prevent buGkkng of individual truss web anmor chord members only. Additional temporary and permanent bracing is aways required for stabday aria to prevent Collapse with possible personal injury and property damage For general guidance regarding the eskww fabrication, $ torage, delivery, erection and braCirlg of trusses and truss systems, see ANSUM41 Quality Criteria. OSS49 and SCSI Building Component 69W Parke East Blvd. Safety information available horn Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Gty Ply Park SIOMfulona-A or C_TRAY T11721124 P2392ACT KJrT SPECIAL 2 1 MA-FIOMa Lumber, Bartow, FL. r t v s wr - tuio mi ax mausuiaa, inc. man in a i 11:- a. N i . r.a. i I D:ItiEj_2vgrkv4uEJUYC2jf zkFng•?LC87Sm V HJknxVFiEzSXdonpGxjm4XhDCM WPtysYwX 1.5-0 3.2.2 8-4.11 i 9-10-13 i 1•SA 3.2.2 32.9 3$1 Scale = 122.4 lV 3x4 = 1 5x4 II 3-2-2 n 3.2-2 B-4.11 3.2•B 1Q13 1 3$1 Plate Offsets (X Y)- 12.0-1-3 doel 13.0-2-7 0.0-11 LOADING (pso TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.80 DEFL. in (loc) Udeft L/d Vert(LL) -0.09 3 >999 240 PLATES GRIP MT20 2441190 TCOL 10.0 Lumber DOL 1 25 BC 0.52 Vert(TL) -023 3 >504 180 BCLL 00 ' Rep Stress Ina NO WS 0.23 HOrz(TL) 010 6 nla n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORO Structural wood sheathing direly applied or 4-8-7 oc puffins. BOT CHORD 2x4 SP No.2'ExcepY BOT CHORD Rigid ceiling direly applied or 10.0-0 oc bracing. Except: 3- 9: 2x4 SP No.3, 3-6. 2x6 SP No.2 6.0-0 oc bracing: 2-9. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 5.91/Mechanical, 2-557/0-5-11, 6=289/Mechanical Max Horz 2=142(LC 8) Max Uplift5=-46(LC 8). 2-164(LC 8), 6=79(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=822/205 BOT CHORD 3-16=-255f765, 8.16=2551765, 8-17=256f765, 7-17z256/765 WEBS 4-8=19/270, 4-7=817/273 NOTES- 1) Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 8=45ft, L=24ft; eave=4ft; Cat. II; Exp B, Encl.. GCpi=A 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 46 lb uplift at joint 5, 164 lb uplift at joint 2 and 79 lb uplift at joint 6. 6)' Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12. 51 lb down and 11 lb up at 1-&12, and 100 lb down and 76 lb up at 7-2-11, and 100 lb down and 76 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1$12. 1 lb down at 4-4-12, 1 lb down at 4-4-12, and 21 lb down at 7-2-11. and 21 lb down at 7-2.11 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (pit) Vert 1-3-60. 3.5=-W. 9-10-20, 3-6=20 Concentrated Loads (lb) Vert: 14=66(F=33, B=33) 15=4(F=2, 8=2) 17=2(F=1, 8=1) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING . VMYy design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE AW-7473 rev. 10,40=015 BEFORE USE. 1 Design veld for use onty with MFTek® unnectors This design is based only upon parameters Shawn, and is for an individual building component• not at ss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this destgn into the overall building design. Bracing indicated is to prevent buckling of MdMduat truss web and/or Chord member only Additional temporary and Permanent bracing Is shways required for stability and to prevent collapse with possible personal mpiry and property damage For general guidance regarding the faorication, storage, delivery, erection and bracing of trusses and truss systems, no ANSVTPII Quality Crltorla, OSS49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Insidute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Ply Park Sq/Saroelona-A or C TRAr 10ty I Ttt72tt25 PMO ACT tat JACK 1 1 Job Reference (optional) I wi—rrwma wmoeq 64.0w, M 7.640 6 Apr 19 2016 turret, Induittdee, lot Men Jul 31 12'50 36 2017 Page 1 ID ItiEL2vgrkv4uEJUYC21Fzkfng•?LC87SmVHJknxVFtEzSXdotgGsNm75hDCMwPtysYwX 5-ao 540 Scale a 1.17.3 30 = 3 2x4 II Plate Offsets (X.Y)- 11:0.1-4.Edoel LOADING (pso SPACING- 2-" CSI. OEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 042 Ven(LL) -0.05 3-5 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 086 Ven(TL) -0.12 3-5 >476 180 8CLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight. 23 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc punins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0.9 oc bracing. REACTIONS. (lb/size) 1=513/0-3-8, 3-597/Mechanical Max Horz 1=81(LC 8) Max Uplift 1=-110(LC 8), 3=177(LC 8) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L-24ft; eave=oft; Cat. II; Exp 8; End., GCpi=0.18, MWFRS (directional); Lumber DOL-1.60 plate gnp DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 177 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 41 lb up at 1-1-13, and 606 lb down and 181 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25. Plate Increase-1 25 Uniform Loads (ptf) Van 1-2=-60, 1-3=-20 Concentrated Loads (lb) Vert 5-116(8) 6=-606(B) Printed copies of this document are - not considered signed and sealed and the signature must be verified on any electronic copies WARNING •Verily design with Mi areereos and READ NOTES is TICS e AND INCLUDED aUTEtr REFERENCE PAGE a10.7Q3 rev. budding component. BEFORE USE. eapn valid for use only wan Mrela®wnreaors This design n wsaa only upon panmatent mown, and u for an rrWmdwl ouadmp component, not a truss system. Before use, the buildup designer must vent' the appbcabrhty, of design paramaers and properly utcorporate 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 ganersi guidance regarding the tau, Ion. storage. detwery, erection and bracing of trusses and truss systems, sea ANSVIPl1 Quality Criteria. OSS46 and SCSI Building Component 6904 Parke East Blvd.safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Pack SglBarceana•A or C TRAY ' T71721126 P2392ACT M2 JACK 1 1 Mid•Floraa Lumber, Banes. FL. 5.40 7.640 s Apr 19 2016 MR*k Industries, Inc Mon Jul 31 12,50.37 2017 Pape 1 ID:ItIEj_2vgrkv4uEJUYC2jf zkfng•TXmWKon72cseZfgvogcm9sK3efJFVaLgRs6TxJysYwW Scale - 1 17 3 3x4 = I s•ao 5-0•0 2x4 II i Plate Offsets (X.Y)- 11:0-1-8.Edael LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(L-) -0.03 3-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.44 Vert(TL) -0.07 3-5 >784 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a 8CDL 100 Code FBC2014frP12007 Matrix-M) Weight. 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1-463/0.3.8, 3=349/Mechanical Max Horz 1=81(LC 8) Max Uplift 1 — 12 1 (LC 8), 3=125(LC 8) 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=25tt; 8=45tt; L=2411; eave=4f1; Cat. II, Exp B: End. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1 and 125 lb uplift at joint 3 6) "Semirigid pilchbreak3 including heels" Member end fumy model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 lb down and 92 lb up at 0.10-12. and 188 lb down and 88 lb up at 2-10-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) sedan, 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 (ptf) Vert: 1-2=60, 1-3=20 Concentrated Loads (lb) Vert: 5=235(F) 6 =188(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design paametara and READ NOTES ON rmS AND INCLUDED kVTEK REFERENCE PAGE 111114473 rev. 1"3/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is fused only upon parameters shown, are a for an individual budding component, not a truss system Betas use. me buildup designer must vent' ver theapplicabilityofdesignparametersandpropertyincorporatethisdesignintotheoallbuilding design. Bracing indicated is to prover buckling of individual tons web and/or c ara members only. Additional lempormy and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage Fa general guidance regarding the Eta fabrication, storage, delivery, *faction and bracing of busses and truss systems, see ANSUTPII Quality Criteria. OSS49 and SCSI Building Component 6904 Parke East Bhid Safety Infonnuition available ham Truss Plate Insloutc 210 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36810 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. dimensions shown in R-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See SCSI. r c1-2 c2.3 2. Truss bracing must be designed by an engineer. For 4WEBSCa, wide truss spacing, individual lateral braces themselves may require bracing, or aflemative Tor I Y ry p bracing should be considered. y O s3 V 3. Never exceed the design loading shown and never stack materials on inadequately braced lasses. CLCL 4. Provide copies of this truss design to the budding 00For 4 x 2 orientation, locale designer, erection supervisor, property owner and BOTTOM CHORDS plates0- ti,d' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSVTPI 1. Plate location details available in MiTek 20120 software or upon request. NUMBERS/ LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4x4ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, d no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur, loons vary but 0 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not oil or after truss member or plate without prior approval or an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min Size shown is for crushing only. 16. Use of green or treated lumber may pose unacceptable 1 environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSUTPII: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB- 89: Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information, f 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate t Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 va.... vva 1' 24" T- 4" 15'- 11 1/2" WAI I 21'- 01/2" 6.- 0" 5'- 8" T- 0" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 RECORD COPY 2x4 Cont Band r—,. TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6.0 PPP' / 0 a, TRUSS END DETAIL A L 23 - HHUS46 FLR. HGRS F O 1 - HGUS26-3 3-PLY HGR LDING SANFpRO z FPAR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES TOP CHORD LIVE: 200 TOP CHORD LIUE 41 TOP CHORD DERD. 100 ITOP CHORD OERD 11 TOTFL LORD (PSFI 400 TOTAL LORD O'SF) 550 CEILING AT 9'- 4" NOTE: FLOOR OVER ENTRY STRESS INCREASE. 125 STRESS INCRERSE: 1.0CEILING TFOS TIM SYSTEH HHS BEEN DESIDED WITH LORDS GENERATED BY 140 H41 WINDS WSITG 42 PSF TO' OW DEAD LORD FIND 30 PSF 90TTO7 00D DEAD LORD 0 MILES FROM MWIOff OCEft(NE. OR. 11. EW B MIX 7.101 2392 - A or C rP7ark Square Homes FIRST FLOOR Barcelona -A or C P2392ACT Mw MBWH ao WA 7-21-17 Bmac I 191 /2" 24" 24" T- 0" I 19'- 11 1/4" 9'- 9" I 9'- 3" I I 91/4" 12% 8" I 30'- 2" I 9% 6" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED. ao D c co SECOND FLOOR APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 20 Cont. Band TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6.0 Pp' / 12 12" TRUSS END DETAIL J L 22 - HUS26 1-PLY HGR O 1 - HGUS26-2 2-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 1 ROOF TRUSSES I FLOOR TRUSSES I I TOP CKED DERD lee 1 TOP CFMO DERD. lee I THIS 1RISS SYSTEM MRS BEEN OESICNEO WITH LM GENEWTEO BY 148 WN WINOS USING 42 PSF 1CP DOW EEAO L010 RID 30 PST DO] TOM CHORD EEAO LOAD 0 MILES FROM KMCFK 01F OUK. CAT. IT. E1P 8 MCE 7.181 2392 - A or C IPark Square Homes TRAY CLG. OPT. MXL' Barcelona - A or C P2392ACT I- Iwi-21-17I Bmax RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form JLDIlC Permit # # 1 7- 3 1 3 9 Project Location Address, sANFORO PARV, So or As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FU3223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coatin 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 En ineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 u iusiness Professionala 1 rr li"r'igiTiiiii ' SCIS Home I log In I User Registration Hot Topics Submit Surcharge scats 6 facts Publications FSC stall SCIS Site Map I links Search lolida w rya Product Approval USER: Public User Product Aooroval Menu > ProduR or Apolicehon search > Application 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@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 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. 145 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) CERTIFICATE OF 1NDEPENDENCE.odf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R7 Eouiv of STANDARDS fal.odf http://vAnA-At.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQ,A,tDgty3Ij Wak2nFirp... 9/13/2017 Florida Building Code Online Page 2 of 4 Ell 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 tf 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 11 (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 it (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 If (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 11 (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 "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas Inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure., N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.S.odf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgty3Ij Wak2nHrp... 9/ 13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation instructions. 8871.6 f. "FiberClassic" or "Smooth5tar" 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 Smooth5tar 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 "Smooth5tar" 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", "Smooth5tar", 6'0 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 11 (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 1. "FiberClassic", "Smooth5tar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.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 8871.9 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 Smooth5tar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Nett Contact lls :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850.467.1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Honda. •: 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 mail. If you have any questions, please contact 8S0.487.1395. '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 (or 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 dick Acre. Product Approval Accepts: 0 http://" w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wrGEVXQwtDgty3IjVVak2nHrp... 9/13/2017 Florida Building Code Online Page 4of4 Credh Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgt ,3IjWak2nHrp... 9/13/2017 THERMAITRU 0 THERMA TRU DOORS 1 1 B lNDur9TRIAL DR., EDGERTON. DH 4391 7. SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES -immc r 1. This product has been evaluated and is in compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements inctudng the "Ffigh Velocity Hurricane tone" (HVHZ). 2. Product anchors shag be as fisted and spaced as shown on details. Anchor embedment to base material shop be beyond wag dressing or stucco. 3. When used in the 'TiV r this product complies with Section 1626 of the Roddo Building Code and does not require on Impact resistant covering. 4. -When used in areas outside of the 14VHZ" reduft wind bome debris protection Ihh product complies With Section 1609.1.2 of the FBC and does not require on impact resistant covering. This product meets missile level'U" and includes wind Zone 4 as defined in ASTM E 1996 and Section W.1.22 of the FBC. 5. For 2x stud framing construction, anchoring of these units shag be the some as that shown for 2x buck mosonry construction. 6. Sile condillons that deviale from the details of Ihls drawing require further engineering only sis by o licensed engineer or registered architect. 7. Outswing configurations using coastal sit Item R4 under active doors meet water Infiltration requirements for -HVHZ. 8. Inswing configurollons and outswing configurations using sill Item #S under the door do not meet the water infiltration requirements for the "HVHT and shag be installed only in ran -habitable areas or of habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to At B less than 45 degrees. TABLE OF CONTENTS DESCRIPTION Typical elevations. design cures 6 enrol notes Door pone) delois (Smooth star) M Door nldefogs Fiber classicHorizontalcrosssections vertical aoss sections Buck and frame - 2X buck mosorvy construction Frome onchoilng - IX buck mosorry cominscliorl 8 1 BID of Motefloh & Comparenls 37.7S' MAX. FRAME WID1H UOT MAX. I PANEL WUIH m x J=JW a+. ti:DESIGN.P'RESSURE'(PS)'. gDOOR:ME SWIN6i~osFRAMEk POSITIVEtj NEGATIVE1 .7i, - r?'r F'v'ci5 r DIMENSION INSWING 37.7S" x 98.00-• 80.0 80.0SMOOTH STAR OUTSWING 37.75" x 96.50" 80.0 80.0 FIBER INSWING 37.75" x 98.00" 80.0 80.0 CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See %eel B for design pressure WaflDm scut N.T.S. IDM rm DWS nrL rn LFS rL-8871.5 n —Lor 8 mo , mol, 2 L DETAIL A -A J eft"I'll- 11 0 0000000000000000000000000000000000000000000000000000, 000000000000000000000000000000000000000000000 00000000--a0000 0000000000000000000000 000000000-OL00000-000-0000000000-0,0001 DETAIL A•A Ponel teintoicement INTERIOR rl"N HORIZONTAL CROSS SECTION lllZ 4.07 IYP. 4 1 .57 — — I - CORNERS OF PANEL T EXTERIOR s 5f a .:z 6 U cg INTERIOR 7 41 47 4 41 28.86% OPEN 2"\ VERTICAL CROSS SECTIONAREAMAX. NOTE: WOOD DOOR COMPONENTS: PINE )SG >= 0.42) W9 r Le N.T.S. M. Dws or. LFS MW fJD-- FL-8871.5 a 2 or fi 64 66 67 6T EXTERIOR 67 61 63 L DETAIL A -A J 60 DOOR LANE er'. ". 00000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000 000000000 0 00000 0000000000000000000000 L 00000000 0000000000000000 DETAIL A -A Panel reinforcement 7 4( 28.86% OPEN AREA MAX. l it I INTERIOR 1 HORIZONTAL CROSS SECTION 3 EXTERIOR y; ray u un n 1 It #Plitt 0 N •: Z o=u C 9 m C W y O 0mmamLLQE V O FQ INTERIOR 6T 67 GE S1Itf d5 BOITOM RAIL VERTICAL CROSS SECTION SECTION 3 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) N.T.S. 3 rmc.IfR DWS m CM en LFS 3 mueme wo_ m FL-8871.5 ° a srm 3 or 8 p n Z'' Ifi Iits, g 9m$ 10 t W J W 19 INTERIOR 6 e n 1 vZ 4 2u 4 ° 3 4 i EXTERIOR 40 18 14 G 60 A gig E D EMB.(IYP.) p c B 6 3 5 5 5 5 5 3 HORIZONTAL CROSS SECTION B I e 4 Sh. /Ixsub-buck L 0.15• 0.15 C'SMK CSMK TYP-) (ffp.l 1- T e eN Igo o o z 10 10 N INTERIOR INTERIOR aLe z e nN—Z o° 12 12 40 EXTERIOR EXIERIOR 40 i 05 22 08 i l C 11 60 60 C 16 WALL N 1-1 /I' MIN. EMB. )fYP.) E O Dws 3 HORIZONTAL CROSS SECTIONCROSSSECTION2HORIZONTALCROSSSECTIONOyP.) au eic w< a 4 OLd =0. -M." 4 trm"i"e Fl—8871.5 °oo San or 8 0 10 0 E a EXTERIEINTERIOR rrrrr Pt z e b o0Nz a•• I o 8 Ea 9 0 u oa L 40 \' a m'an` A C TO o' m 5 60 \ oz T40 40 60 TO g o „ 60 10 EXTERIOR INTERIOR 9 EXTERIOR INTERIOR 3 VERTICAL CROSS SECTION 1 VERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION j Qvlswirg coniiaura0on 2 5 5 Stawn w/1 x sub bsrck otion Cc a kot a ov waterin Ia ra EXTERIOR INTERIOR EXTERIOR INTERIOR 0 40 q0 INTERIOR EXTERIOR 6 o z n 6 6 60 60 N Qo cr 1 4 40 a1"k 2 7 3 7 10 1nc60 maN t'- v v We 05 22 08 = swr: N.T.S. o v•.. : ° v•.. ° ova sr. OWS • 4 VERTICAL CROSS SECTION r5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION CML M LFS ; 5 inswing conlWatbn see general notes, sheet I 5 inswk9 configuration see eneral rates sheet 1 5 Outswing conrguratlon see aenard Holes, sheet 1 w a FL-8871.5 0VH2'waterint holion requiemenls Ior_&M woterhddhatbn requirements for 11Pwaler6ffdlral'an requirements SW 8 0 a ID FYP. HEAD & MASONRY JAMBS OPENING 0 2XBUCK , SUCK ANCHORING CONCRETE ANCHOR NOTES: 1. Concrete anchor locations of the corners may be adjusted to maintain the min. edge distance to mortar lotrils. 2. Concrete anchor locations noted os.MAX. ON CENTER' must be adftisfed 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: JK A, 4K UO.. Y A, dz 0 Qzu04 In TYP. HEAD & 9 u C, w MASONRY00. OPENING JAMBS w 0. C2 FRAME 0 tq 2XBUCK , 0 YY mm HINGE JAMS FRAME ANCHORING STRIKE JAMS Masonry 2X buck construction ANCHOR ANCHOR CLEARANCE, tYl!N: . MIN. CLEARANCE ADJACEW. EwEDm& r. T0'MASON R TO 7EOGE.. ANCHOR ITIN 114- 1- 1/4* r 4' TAFCON ELCO 1. LULTRACON I WOOD SCREW INSTALLATION NOTES: 1. maintain a minimum 511E edge distance, 1' end distance, & I'o.c. spachg of wood screws to prevent the spliffing of wood. HINGE DETAIL LATCH DEADSOLTOEFAIL Ows LFS msmoFL— AIW71. 5 8 8 r'' eJ i' r r oglitfO Jtfff TYP. HEAD ll Ps fR S JAMBS u a •: s a MASONRY y o=u E m cc W OPENING m 4 n zg0 c n.l 3d rJ 17 mo FRAME 15 zV O IX BUCK o L LATCH i OEA060tT OEiAII r i oN HINGE JAMB STRIKE JAMS 11 o 0 CONCRETE ANCHOR NOTES: FRAME ANCHORING G A loI. Concrete anchor cations at the comers may he acgusted to mahtch the mtrn. distance to Masonry IX buck construclbn 12 edge mortarpoint& 2. Concrete anchor locations noted as MAX. ON CENTER' must be ocgWIed to 12 a a a malntafn the mbn. edge distance to morfcr Foi nh. oddrs fbndconcreteanchomay be reauked to ermwe the W. ON CENIER' dmerrsbn are not exceeded G a o J. Concrete anchor lot*: 12 C N TO: MASONRY fOAOJACENf` AT 12 a zt 5122108 i Irwsuu N.T.S. 9 HINGE DETAIL owo B,r. DWS m' ITYYiAFCON owc or LFS 3 WOOD SCREW INSTAUATIONNOTES: gawa rro: a I. Mainlab a rr**mtm 5ff edge distance. I' end distance, i I' o.c. spacing of f1-8871.5 0 a Moodscrewstopreventthesplittingofwood. SrRET L B/ 8 0 ANCHOR, ANCHOR MINi•:::. MIN. CLEARANCE• MIN. CIEARANCE TYPE' SIZE;'% EMBEDMEM EOGE ":: ANCHOR•.+. TA CON IP 1.1/A' 3' BIU OF MATERIALS REM DESCRIPTION MATERIAL A IX SUCK SG>=0.55 WOOD 8 2X BUCK SG >= 0.55 WOOD C MAX. 1/4" SHIM SPACE WOOD D 1/4' X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE G 3/16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL J 1/4' X 3-3/4"PFH ITW CONCRETE SCREW STEEL L H 10 X 2-1/2" PFH WOOD SCREW 1.15" MIN. EMBEDMENT) STEEL I INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUMJWOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG >= 0.42 WOOD 9 JAMB OAK SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM II HINGE STEEL 12 N 10 X 3/4" PFH SCREW STEEL 13 N9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1 /2" PFH SCREW STEEL 17 8 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072- THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE SMOOTH STAR WOOD/LVL 44 HINGE STILE SMOOTH STAR W000 45 BOTTOM RAIL SMOOTH STAR COMP. 46 PANEL REINFORCEMENT 0.023- THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.13T THK. FIBER CLASSIC = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE FIBER CLASSIC WOOD/lVl 64 HINGE STILE FIBER CLASSIC W000 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023- THK. FIBER CLASSIC STEEL 67 FOAM CORE I POLYURETHANE rnry O if HEAD i SIDEJamb KHANS, s-- I ES OLD Lnswig adlusloble jam— SBT RE HOLD ls-iV sell-0dpsst 5.75 L THRESHOLD S Dub ing stoWmd THRESHOLD lro4V odpntuble 4.ST r k J-D r 4 RESHOLD atswhv coastal SB3' r 6 RESHOLD L -*Q MAX. DESIGN PRESSURE _ +/- 50 PSF oil 0 Si nm0 G!nm oa Lw s o n Z ur•: Z ZU 9 ° 0 mo-4 s ALE N.T.S. oae. By: DWS osss. or. LFS FL-8871.5 n 8 or 8 Florida Building Code Online Page 1 of 3 ProfessionalBusiness scis Home I Lop In User Registration Hot Topic Submit Surcharge suits 6 Facia ; Publications FSC Stag k SCIS Site Map Links Search pri 9- *' Product Approval nnMM aa W USER: Public User t = Product Approval Menu > Product or Apphahon Search > Aooliahon List > Application Detail FL tF FUS332-R3 r_.- Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsidinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered.Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE r Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://,A,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wldk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL tt 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 HVH2: No Ft i 5332 R3 11 08-00500D.odf Approved for use outside HVH2: 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 510807C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FLIS332 R3 11 08-00498D.odf Approved for use outside HVH2: 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 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FL 1 5332 R3 11 08-022488.Ddf Approved for use outside HVH2: 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 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 HVH2: No FLIS332 R3 11 08-02249B.odf Approved for use outside HVH2: 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 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 HVH2: No FLIS332 R3 II 08-022SOB.odf Approved for use outside HVH2: 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 Fi 1S332 R3 AE S12970S.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 HVH2: No F1 I5332 R3 11 08-00499D.odf Approved for use outside HVH2: 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 S10806C.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 HVH2: No FLIS332 R3 11 08-0050ID.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports http://vA>A,vv.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwd)gtH85 72gvdWldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE S10808C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S332 R3 ti 08-OOS02D.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 510809C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.9 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 FLIS332 R3 II 08-OOS03D.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 back Naat Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8S0.487-1924 The State of Florida Is an AA/EEO employer, rntwdaht 2007.2013 State of Florida.:: Private Statement :: ACOMSlbilint Statement : • Refund Statement Under Florida Is.. small 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 of by traditional mall. If you have any questions, please contact eS0.487.139S. 'Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The !malts 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 tree 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 dick agEi. Product Approval Accepts: M=0 0 Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl-aspx?param=wGEVXQwtDgtH8572gvdlAfldk... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 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 WIND BORNE DEBRIS REGIONS. B. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS- OX. XO. XX. XP. PX. XIP. PIX I TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVI40NS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L REVISED INSTALLATION DETAILS 08/03/15 1 R.L. SIGNED: 1012312015 MI WIND1900CWS LLCDDOOPARKWAY It I I` oLAKESIDE FLOWER MOUND, TX 75028 J`5 GENO' 9,P% 0 6 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• 96" x 96" NOTES p AT OF ; t 0 F•'c[OR10*• NDRAM". DRD ND. 08 g2 249 REV B WALEaTcNTS 10/30/13 1 OF 10 i 1 FF HE 6' MAX , 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART 13 FOR NUMBER OF LOCATIONS REOUIRED r17' MAX - r-- r D.C. -, 6" MAX 17' MAX O. C. 6' IAX AME IGHT 6' MAX J. 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING • IMPACT RATING t35. OPSF NONE SEE CHARTS #I AND I2 FOR OTHER UNITS RATINGS REVISIONS REV DCSCRIPAON DATE APPROVED A ADDED FLANGE AND FIN INSTALLA110N 12/10/13 R L. B REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L. CNART II WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (p4 Frarre Single Panel and Total Frame Width (in) Height in) 30. 0 60. 00 36. 0 72. 00 42. 0 84. 00 48. 0 96. 00 Pas Nep Pos Nap Pos Neg Pas Neg 4. 0 40.0 58.4 400 509 40.0 45.7 40.0 42.0 88. 0 40.0 55.2 40.0 48.0 40.0 430 39.4 394 92. 0 40.0 52.4 40.0 45.4 40.0 40.6 37A 371 96. 0 40.0 49.8 400 43.1 38.4 38.4 35.0 35.0 CHART a2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED. SEE NOTE 9 SHEET I Design pressure chart (psQ Frame Single Panel and Tolat Frame Wldlh (In) Height in) 30. 0 60. 00 36. 0 72. 00 42. 0 84. 00 48. 0 06. 00 Pos I Neg Pas Neg Pas Nag Pas Neg 84. 0 584 504 50.9 50.9 45.7 45.7 42.0 42.0 80. 0 55.2 562 48.0 48.0 43.0 43.0 394 39.4 92. 0 52.4 52.4 45.4 45.4 40.6 40.6 37.1 371 96. 0 49 8 49.8 43.1 43.1 38.4 38.4 35.0 35 0 Number of anchor locations required From Single Panel and Total Frame Width (in) Wight in) 30. 0 60. 0 36. 0 72. 0 42. 0 84. 0 48. 0 96. 0 H& S Jamb H85 Jamb H6S Jamb H&S Jamb 84. 0 4 6 5 6 6 6 6 6 88. 0 4 6 5 6 6 6 6 6 92. 0 4 6 5 6 6 6 6 6 96. 0 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" R 96" ELEVATION DRAWN: OAC ND. V. L. 1 08-02249 Sc' NTS DA¢ 10/30/13 -2 OF 10 SIGNED: 1012312015 G E N`s' 9,1' p TAT 6E OF •az 0 OF•' c OR10*• E///IONA j10aG\ c 6 FF HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART R4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX17' I i-Ir O. MAX C. 1 I 6' MAX 6" MAX 17" MAX O.C. 6" AX ME GHT 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED t35.0PSF NONE SEE CHARTS #1 AND I2 SHEET 2 FOR OTHER UNITS RATINGS RrASgNS Kv DE MPTIDU DATE APPROKE) A ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. B REVISED INSTALLATION DETAILS 108/0.3/15 JR.L. CHART 44 Number of anchor locations required Sho Panel and Total Lhtt VNA81(in) Frame T'N9ht in) J0.0 0.0 36.0 72.0 42.0 84.0 48.0 96.0 H3S Jamb H&S Jamb H3S Jamb H35 jJamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 SIGNED: 10/23/2015 MI WINDOWS DOORSLLCOOLAKESIDD J\5\ 11 IIIL/O/ FLOWER MOUND, TX 75028 XGENSE•9p% 0 5 = SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION oQ 0 , TAT OF w c[ORVD. • 0"wN. we M. Kv Sd•ONa08-02E'249 B 11S 10` srxE a¢ NTS 10/30/13 3 OF 10 1/2" MIN. EDGE DISTANCE REVISIONS REV DESCRIPMN DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/1D/13 R L. 8 REVISED INSTALLATION DETAILS DS/03/15 R.L. 1 3/8" MIN WOOD FRAMING EMBEQMENT OR 2x BUCK I BY OTHERS 1/4" MAX. SHIM 110 WOOD SPACE 1 3/8" MIN. F 1/4" MAX. SCREW EMBEDMENT SHIM SPACE lk AF1/2" MIN. EDGE DISTANCE III10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 11 11 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN. cwc v aTANCE 110 S WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY III111//,, S R' 04f FLOWER MOUND, TX 75028 GENSF V-A SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 9IOFRAMEINSTALLATION DETAILS A , P01pO•F • ` i'tL` • :°[ 0 RLO. • ' DRAW owc No. REV V.L. 08 02 B SS ONA11Ea0` NTS °" 10/30/13 490F 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4' MIN. I EDGE DISTANCE 1/a' MAX. A ® F SHIM SPACE 010 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT T- 3/4' MIN. EDGE DISTANCE I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RcV DESC*VTON DATE OPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B 1 REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 /4' MAX. r SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY o%%IIIIIII//z fig R. Lp i// FLOWER MOUND, TX 75028 GEkje-.44p NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 66''``*= 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 96" x 96" FRAME INSTALLATION DETAILS y E tV 0 • AT OF 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE p•,R p 0.•• DESIG NEDINACCORDANCE NITHASTME2112 RN V. L. 08-02249 B sii/ • R1 vALE NTS I 0"E 10/30/13 —5 OF 10 2 1/2" MIN. RLM506 REV DMRVTMN DATE APPROVED EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R L 4 4 - 1 1/4" MIN. a• • a EMBEDMENT 1 1/4" MIN. CONCRETE/ EMBEDMENT MASONRY BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL 1X BUCK r 1/4" MAX. TO BE 2 1/2" o SHIM SPACE INTERIOR PROPERLY MIN. • • II SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 3/ 16" TAPCON o a 3/16" TAPCON CONCRETE/MASONRY BY OTHERS •• EXTERIOR INTERIOR SILL TO BE SET IN MLABEDOF APPROVED SEALANT al EXTERIOR 3/16" TAPCON OPTIONAL IX BUCK JAMB INSTALLATION DETAIL MASONRY/ TO BE PROPERLY CONCRETE/MASONRYINSTALLATION CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 4 F NOTES. a 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE a . DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI D LLCft.. CONCRETE/MASONRYINSTALLATION WI L 0'/ PDOOVR YOOOLAKESIDAWS FLOWER TX 75028 N& MOUND, v•G & SERIES 420 SGD REINFORCED WITHOUT ADAPTER *• 0 5 /t= 96" x 96" o -ATM." FRAME INSTALLATION DETAILS 0 $TAT OFAT "'E ; ` i0'^••'rlpR10P• MAW oRe No. REV i: 1,"IOMA110\-``\\ 08 a smut NTS °'1E 10 30/13 R690F 10 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE REVISR)NS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE ID WOOD SCREWS 1/2" MIN INTERIOR EXTERIOR INTERIOR EDGE DISTANCE n SILL TOE SET IN ABED OF 10 WOOD E D APPROVED SEALANT SCREWS MIN. BENT LUt, L UIb IANI,L 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 L-- r EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATIOW BY OTHERS SIGNED: 1012312015 MI WI9000LAKE5IDARKWS D LLC lio PDOORYSIk- FLOWER MOUND, TX 75028 r •'\GENS:9,t+i 0 611/ii' = SERIES420SGDREINFORCEDWITHOUTADAPTER9x 96" FLANGE INSTALLATION ALLATION DETAILSp , TAT OF iiO`S. C[ORIO G• DRAM OnNoREV08a SCALE NTS 0+1E 10 3D/13 —rI79OF 10 3/4' MIN. EDCE DISTANCE r METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 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 10 SMS OR SELF DRILLING SCREW INTERIOR LTOBESET IN BED OF PROVED SEALANT T- 3/ 4' MII EDGE DISTI L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS W REVP.; IONS REV DESCRIPnDN DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS DRAWN OWC NO. R V. L. 08-02249 SCAEE NTS I DATE 10/30/13 ISHEV8 OF 10 SIGNED: 1012312015 S R GENS;9iP oTAT E OF 11111111 REGIONS 2 1/2" MIN REV DcscnmoN DATE APPROVED EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L B REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN. CONCRETE/ • • . ° •• a: ' EMBEDMENT 1 1/4" MIN. MASONRY I EMBEDMENT BY OTHERS r 1/4 MAX' 1 SHIM SPACE OPTIONAL ' 1/4" MAX. IX BUCK SHIM SPACETO PROPERLY I' 2 1/2' ' INTERIOR L SECURED MIN. SEE NOTE 3 EDGE SHEET 1 DISTANCE 3/16" TAPCON 4 3/16' TAPCON El CONCRETE/MASONRY iEXTERIORINTERIOR BY OTHERS SILL TO BE SET IN ° A BED OF EXTERIOR APPROVED SEALANT 3/16• TAPCON I _ JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETE/MASONRY INSTALLATION MASONRY/ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 4 1 1/4• MIN. NOT SHOWN FOR CLARITY. a•' • EMBEDMENT 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE n •• • DESIGNED IN ACCORDANCE WITH ASTM E2I I2 2 1/2' MIN. SIGNED: 1012312015 EDGE DISTANCE VERTICAL CROSSTION MI WINDOWS AND DOORS LLC INS AL ATIDN 1900 LAKESIDE PARKWAY a toS . rFLOWERMOUND. TX 75028 GEN& SERIES 420 SGD REINFORCED WITHOUT ADAPTER Ir(096"yft 6*= R 96" FLANGE INSTALLATIONALLATION DETAILS p E ; tv\ p TAT OF RAWN: DRD NO. REV OF•'°1pR10T:• B08 990FVALE ONA 1ft G`\` NTS a1E 10/30/13 10 WOOD FRAMING BY OTHERS 1 1/4- MIN. EMBEDMENT APPROVED - SEALANT BEHIND FIN 8 WOOD SCREW APPROVED SEALANT BEHIND FIN 18 WOOD SCREW 1/a MM SHIM SPACE 7/16" MIN EDGE DISTANCE , IAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 7/16" MIN+ EDGE DISTANCE Y II EXTERIOR WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9. INTERIOR TRIM RMSgNS REv DESCRIPTION DATE APPRWED A ADDED FLANGE AND FIN INSTALLATON 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 5/8" MIN. EDGE DIST. TRIM 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS. HOOK STRIP 1X BUCK TO BE PROPERLY SECURED i 3/16- EXTERIOR a ` PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYICONCRETE 1/2- MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3/4" MIN. r EDGE DISTANCE TRIM 1 3/8' MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP D S 10 WOOD SCREW 10 SELF GRILLING SCREWS PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS LLCUOLAKESIDDPARKWAYY S R I O/ i FLOWER MOUND, TX 75028 GENS-:9s% NOTES. SERIES 420 SGD REINFORCED WITHOUT ADAPTER *• p 5 - 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 96" x 96" — - NAILFIN do HOOK INSTALLATION DETAILSNOTSHOWNFORCLARITY. + o , ,TAT OF { L DESIGNED IN ACCORDANCE WITFI AASTM E22. PERIMETER AND JOINT SEALANT BY EOTHERS TO BE [D7W p NO REV O iT' A[ O RIOT rac NTS DATE 10/30/13 L. 08 sNEET 10 OF 10 - 02249 a '///s/1111110%\\` Florida Building Code Online Page 1 of 6 1 Professional Regulation SCIS Home I Lop In I User Registration I Hot Topic ( Subndt surcharge I Stats a Fees Publications I FBC Stag I SOS site Map I Link Search I bpr a vUSER: Product Approval Public User f=+ Product Approval Menu > Product or Application Search > Aaalintipn ust > 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 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@dopay.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 Lid Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 11S 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FLIS279 R4 Eouiv 20150319 - FBC - DASMA 108 eauiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eauiv.odf Product Approval Method Method 1 Option A http://NN,w,Ar.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page 0 a FL 0 Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 20S1, 2053, 40S0, 4051, 40S3, 62, 64, 65, 62G, 62LG, 64G, SRP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the Impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 40 0 Page 1/86 0 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with oroof of contract and proof of insnection.pdf FL1S279 R4 C CAC W3 Listing lntertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLIS279 R4 11 10165S-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-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.) ARILP, ED1SP, EDlLP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door16132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C GAG Letter with proof of contract and proof of insoection.odf FL1S279 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-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDI 13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCOOE® 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). AS279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 40SO, 4051, 4053, 62, 64, 6S, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of msoection.odf FLIS279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-RevOl.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 FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R4 C CAC W3 Listing intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 11 101820-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: hnp://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQR... 9/7/2017 Florida Building Code Online Page 3 of 6 Evaluation Reports Created by Independent Third Party: 15279.5 OOS W3-16 DSIE-1A471: GDISP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, ARiSP, 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 Garage16132, SFC38, MFC38 I Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-1Ai71: 9130, 9131, 9133, HOP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-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 windbome debris regions (ref 1609.1.4 FBC). 15279.7 007 W3-16 PAN-2F1S3: 73, 1500, 7S, 190, 84A, 94, 42, 48, 55, 42B, 1488,SSS,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of Insoection.odf FLIS279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 11 104028-RevOl.ndf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLIS279 R4 11 104168-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL1S279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Rev12:odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) 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 inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract -Expiration Date OS/21/2028 Installation Instructions FL15279 R4 11 101652-B-Revll.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1S279.9 009 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 MDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 103969-B-Rev02.ndf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-11`171: 9200, 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, WINDCODEO W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.11 011 W4-09 DSIU0-11K479: 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 windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and oroof of inspection.odf FLIS279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104183-Rev01,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 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.odf FL15279 R4 C CAC W4 Listing Intertek,odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLIS279 R4 II 104456-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODEO W4 Garage Door 42B, 48B, 555, 4RST, 6RST, 4RSF, 6RSF, 2RST, GDSS, GDSSV, 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, E04SV, 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. Certification Agency Certificate FLIS279 R4, C CAC Letter with oroof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date O5/21/2028 Installation Instructions FL1S279 R4 II 3001S9-B-Rev16.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Panty: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FLIS279 R4 C GAG Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date O5/21/2028 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: 15279.14 http://wwar.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv;yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-21`449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +2S 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 windbome debris regions (ref 1609.1.4 FBC). 15279.15 01S W4-16 DSIE-IF171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, G02LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +2S.S PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.18 018 W4-16 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203s 8200, 8201,8203 . Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listino Intertek.adf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.adf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLIS279 R4 11 101481-B-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104029-B-RevO3.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 FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL1S279 R4 11 103046-RevO7.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104169-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwLDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne I Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIU0-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2' to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL t S279 R4 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FL1S279 R4 C CAC W4 Listino intertek.odf 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 FLI5279 R4 II 104457-Rev02.Ddf 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: 15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16V wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE40 W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GR5SV, ARSS, AR5SV, EDSS, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL 15279 R4 C CAC Letter with proof of contract and proof of insnacdon.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF Fi t S279 R4 C CAC W4 Listing Intertek odf 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 FI t S279 R4 II 101711-B-RevIS.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page O d east Nect 42 d Page 1/ 8 Q 0 Contact Us :: M01 Blair Stone Road Tallahassee FL 32399 Phone: RSO-487.1824 The State of Florida is an AMEEO employer. Copyright 2007-2013 State of Florida.:: 2dXkQ Statemem :: 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 OSo.487.139S. '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 !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please dick here . Product Approval Accepts: 1909 M Credit Card Safe http://"-A,.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQm,tDgv3yVVKJZ 1 QR... 9/7/2017 m lmtears:a,ea, alar•a t: nwma[ mD an MR m arm WSW sun mm- wa novel umm want Amma1=1111 Wan RIBED4MIm a Am Appomm NA(a Omt r r mssewn AM-T a as SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL *e AND STANDARD CONSTRUCT DETAIL 'B'; TRACK AND JAMB DETAILS. SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION 0-0 TOR DETAILS. MAX STANDARD SIZE IS 42-1/21IC. (PACT RESISTANT GLAZING IS 21-5/4-1/B'. SECTION A -A (SIDE NM r TALL U-BAN 20 GA GALV. STEEL MDT. YERD STRENGTH: SO IW 2' THICK ll 3- r T 12 CA. CALK STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14d ' SHM METAL 14 GA CALK ROLLER HINGE EACH HINGE FASTENED 70 END STILES WITH (4) 0144/8' SMEr METAL SCREWS AND (4) . 1/4-.3/4- SELF TAPPING SCREM SEE NEW '9'. 3' TALL . 20 CA CALK STEEL U-BARS M A 2-1-2-1 PATTERN (LE TWO U-BARS ON Bottom sELT10N. ONE U-BM ON MW SECTION. ETC. EACH U-BM ATTACHED PWITHER () 1/ T/ SELF TAPPIID SCREAMS ATTACHED WITH5 2) #14 /8' SH M MEETAL SCREWS. ALUMINUM DrF R SION VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PST t -24.5 PSF TEST LOADS: +30.0 PSF A -37.0 PSF Clopay MPC: PAN-2F153 r°°.usa Im» W4 lsow. . 1s'o'H am 1/3/B7 lcsnmtm. CLASSIC AND CH RP STEEL PAN W NL P Bullding Products MA°S°smNaH +sl w,LAC DOUBLE -CAR. 1s'w +24/-24.5 PSF COT an (313) 77o-4Boo occKD 1m TMavTwG MMtra vm Qqq a wp-w- AM Pr IEuw`LL MWW B 101711 IBC a SIB LAP JOINTS If DENSRY POLYSTYRENE FOAM R MATION 1-5/10' THICK WITH VMYL HAIRCELL B CKER (OJMATED MODELS ONLY) 25 G MIN MV. STEEL SIGN WITH A BAKED -ON PRIMER. AND A BAIRD-ON POLYESTER TOP COAT APPLIED 70 BOTH SIOES OF STEEL SKIM. P®"Mml1 pMa Low @ O A®Ow A M! 11[R1aasricn.ew usw)) as VM s M IOIIP.w mOIOwKK MOMaIrsMoanMwuOnIDiJ) n Maman1OaM anl .O 0" O.nAwMMt R A awlm rmlrav esACMALMAct MnvIVIDIVs taemD f rlln N f AG Oboe A"" am aaJ IaNfArtD A11f lgiv TAMMAa NRW Dav UNION, (mart r f v a•dA LAD fame a 1. moon I-1 oA WO MMOM u0 fang Ka R {gtlmelAK OAa IOI MR1f0 W /b1 A FLU( 1 raanro V WXC L MaomrK .gym m Ioi Ia1A Kaac AIOa o7f mrtoe PAWA MO0fOm4 fIDInO aM aax wAAIIDL a Q MO T(WZ font a IY m1IDa ra 111E 0 WA M vDameto-fe KmO. I• oA 1MIma 1Tw tAeaa A1OOD Mq t elalfoer Iwlf of 1 1 A OW" A NOI bate" O aVAO. MaOawl LIe oo Ma7 1114 a1 IO/A n7D In OOM RID -Ill. A II011313) mim rn COMM m Vireo ALWOM nmDma A11(M ma o11w11.vloe. IIID.YI01 er AYE w enan Sm KaAOw A maI Iao M 11O am bo mm Ill jw ` fa 4 m am/. am DD m a a so. am BOOM all s IMPACT RESISTANT ASSEMBLY DETAIL DRAWING 10171 1-A SECTION B-B (IMPACT -RESISTANT GLAZING OPTION( Qaa Tr awawMMWAN" w>DII m— r`1nwa111 n..t11 AI VA eIw00 TOO IIwO. TOM MII DDImI on a AM rK.O Nam a IOW A/lwale fllma e Wood faoL m Il.ln IM • pm Imo l!i flaw STANDARD ASSEMBLY DETAILS DRAWING 101711- 8 rim 01119 WN Ar. mmw a a111 KMAa Mm TIw Mart mom a 06,1011101131 am PAO-103moua NM1a to aAaw Lnz WIN Imumm pay*- I. II MW OWN CONSTRUCTION 0/ IIOIYL > w 061 a 1 ACV t IIIO A01LAaL anclvL ACAl1A: aAa a RA9wIlrt ITa IIIaR O ANC NO NO PLOW AOOOImVICT .IIM RfK: Alfa om I, 9awr feTA1a1 K CVA%M L WIT" "a smmm Idws M we Ida owmm m or M Rom. Know 01131 an mmaaaL am Imae DV. DMnaI 11 nf,/10* SHEET 2 OF 2 Ir. uo o I If al A Mn Im"oa(fr eafim p IM rnnomll0t [fOia"i"Dp L myrAITIM m M 00 IWAIR mm vm ma TM Thin am mOWN1ODEMOmm DD D .0) 7;",* m TRACK CONi1C1mAMNn ma .e w" weABWETHEDOORDPD11m Tfo 1/r w 1am1 Uw s"`01w.o. ofO1'on. DOES "Of AFFECTTHE RAID POLL Dar 1101 Dm as aw WAD RATWC OF M DOOR. am a NOON is ad®K® I 11111110m fe pOljp ( 10flf f TAIL mae AO 0 1I M Emal d 1 M a/1a1M 1cm. KammDWLa "a e9aOMT O M FNWCMMK O Pont) me M KAow A I3 G GAY. am nm 1MOat. DIOI (/1q Iwo atl .IM 1101 TOP DOVB(F MORROMK TRACK aalOM Am K A00011110M a1M wKlmllKnowOMFMMIMOUmDIMavowl7) ylr l-Mr 10m LAID 1101m p 1' w"11101ammom 1aC Qp T. on lllAal f111am. Bi Tlpm1mOmf NM 11111. n._ wu • Af 199111316 110Ie war uu00A1mO1 mrmalm- Ic r.E. low 1 00 DESroaMA Clop ay MPC PAN-2Fwm 1/ 3/97 m am BLVD. Building Products ° w ON 44300 O1Ar" a JAC Com an (Sr3) 77D-'°°D CHEM= awy a Tyr n....L MWW faI b^U A 1 9 sAf9a IM i tYd NariTpam C8'm cc= Wo aYA1M W IOaAM Oam! Mori, A I'm OWLma DESIGN LOAM: 424.0 PSF K -24.0 PSF TEST LOADS: 30.0 PSr ! -37.0 PSF MO V TAum MAL am 1BD 4 1 s' 0w M IS-0-H CLASSIC AND CH RP STEEL PAN B I--w — 101711 I IBC I Florida Building Code Online Page 1 of 3 Professional• g SOS Home I tog In I User Registration I Mot Topics I submit Surcharge I scats B facts ; Publications I fBC Staff ! BGS Site Map I Links I search I for da r Product Approval USER: Public UserR Pr9GuQ Approval Menu > Prooutt or Application Search > Application List > 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 n MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2S60 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE C,G Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/1.S.2/A440 Product Approval Method Method 1 Option A Date Submitted 07/19/2016 Date Validated 08/05/2016 Date Pending FBC Approval Date Approved 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspa?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 S2x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 2)_odf Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).DdfDesignPressure: +55/-55 Other: R-PG5S, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Impact 2) 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.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 Ri C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-81G 1-8A 52 1-8X84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 Ri C CAC MI Windows - 185 SH (Fin) 00).odfImpactResistant: No FL17499 R1 C CAC Mi Windows - 185 SH (Fin) (9).odfDesignPressure: +60/-60 Other: R-PG55 FL17499 R1 C CAC MI Windows - 185 SH (Flanae) (9).odf Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C GAG MI Windows - 18S SH (Fin) Impact (5) Done.DdfDesignPressure: +55/-55 Other: R-PG55", Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Impact 3),odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02545A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.Ddf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG warver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Other: R-PG60 10).Ddf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 I1 08-02549A.Ddf Verified By: Luis R Lomas PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A,odf Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).OdfApprovedforuseoutsideHVH2: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG601 11).adf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02S50A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 1l 1x72 Fin Frame IG/SG Single Hung 11002 Flange Frame 1G/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVH2: No Approved for use outside HVH2: Yes FL17499 R1 C CAC MI Windows - 185 SH TriDle (Fin) 3).odf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (F401 g).odfDesignPressure: +50/-50 Other: R-PGS01 FL17499 R1 C CAC MI Windows - 185 SH TriDle (Flange) 3).odf FL17499 R1 C CAC MI Windows - 185 SH TriDle (Fiance) 4).odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.odf Verified By: Luis R Lomas PE 62S14 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 RI C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVH2: Yes 3).Ddf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-45 4).odf Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flanoe) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.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 Contact Us :; 2601 Blair Stone Road- Tallahassee fL ----- Phone: ASO-497.11124 The State of Florida Is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, Contact the office by phone or by traditional mall. If you have any questions, please Contact 850.487.1395. `Pursuant to Section 45S.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 CommuniCktiOn with the licensee. However email addresses are public record. If you d0 not wish to supply a personal address, pease provide the Department with an email address which Can be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please dick here . - Product Approval Accepts: igOm Credit Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgN,j Qiz6BP... 9/7/2017 Hill ES: i. THE PRODUCT SHOWI4 HERE04 IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENIS OF IHE rLORIDA BUILDING CODE INCLUDING IHE HVHZ 2. ::'GOD FRAMING AIJD MASONRY OPEIIINC 70 BE DESIGNED AND ANCHORED TO PP.OPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE .AHCHIIECI OR ENGINEER OF RECORD. 3. IX BUCK OVER tAA5Gk)RY/CONCRE7E IS OPTIONAL. 4. WHERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH TIIE rRAME IN ACCORDANCE WITH MANIL117ACTURCR'S PUBLISHED I4STALLA710N INSTRUCTIONS. AWLHOPS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CLINCREIE OR OIHEP STRUCIUP,AL SUBSTRATE MAIERWL 5. WJICRE WOOD UIJCK THICKNESS IS 1-1/2" OR GREATER. DUCK SIIALL BE .SECUPELY FASTENED TO MASOIIRY. CCNCREIE OR OTHER SIRUCTURAL SUBSTRATE. WINDOW UNIIS MAY BE ANCHORED THROUGH FRAME TO SECURED V:0¢D BUCK IN ACCORDANCE WITH MANUFACTURER'S PUULISHED INSIALLADON INSIRLIC110N1S. 6. VITIER= I% DUCK IS 1401 USED DISSIMILAR MATERIALS MVSI BE SEPARA1EU WITH APPROVED COATING OR MFMSRANE. SELECTION OF COATING OR MEMBRANE IS 111E RESPONSIBILITY (IF IHE ARCIIIIECT OR ENGINEER OF RECORD. 7. BUCKS SHALL C%TEND BEYOND WINDO.: INTERIOR. FACE_ SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR raj INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT CACII ANCHOR LOCATION WITH LOAD BEARING SHIM. SIIIM WHERE SPACE OF 1/ 16' OR GREATER OCCURS MAKIMUM ALLOWABLE SIIM STACK TO BE 1/4'. 9. SHIMS SHALL BE LOCATED, AP^UED A14D MADE FROM MATERIALS AND THICKNESS CAPABLE 017 SUSIA1N14G APPLICABLE LOADS. 10. WIND LOAD DURATION rACTOR Cd= 1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UHItS MUST DE GLAZED PER ASlM E1300-04/09. SEC SIIEET 14 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM i$ NOT REOQLRC.O FOR THIS PRODUCT 114 WIND BORNE DEBRIS RECIONS. 14 FOR ANCHORING tHaOUCH FIt1 INTO WOOD FRAMING OR _X BUCK USE #8. WOOD SCREWS WITH SUFFICIENT LENGTH i0 ACHIEVE A 1 1/A" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCAIC ANCHORS AS SHOWN IN ELEVATIONS AND INSIALLATI)N DEIAILS. wv6lD n , 1 RLV I UESCIhvIION I MIE I a:wRMP I A I REVISED ANCHOR SPACING a CNARIS 107/11.,2016I R.L. 15. rOR AJNCI IORING TI IROUGII FRAME INTO WOOD FRAMING OR 2X BUCK USE N 10 WCOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSIRAIC. LOCATE A14CIlORS AS SHOWN IN ELEVATIONS AND INSTALLATION L'CiAtLS 16. FOR ANCHORING TIIROUGH FRAME INTO MASONRY/CONCRETE USE 3/ 16" IA -CONS 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 AIJO INSIALLATION DEIAILS. 17. FOR ANCHORING THROUGH FRAME 114TO METAL SIRUCTURE USE #10 SMS OR SELF DRILLING SCREWS 'NITII SUFFICICNT LENGTH TO ACHIEVE 3 THREADS MINIMUM DE/OJJD STRUCIURE 114TERION WALL. LOCATE ANCHORS AS SHOW11 IN ELEVATIONS AND INSTALLATION DEIAILS. 18. AJ.1. rASTENEP.S TO BE CORROSION RESISTANT. 19. 114SIALAIION AfICHORS SHALL 91 INSTALLED IN ACCORDANCE WITH MJCHOR MANUFACIUREP'S INSIALIARON INSIRUC110NS AND ANCHORS SIIALL NOI 13L USED IN SUBSTRATES WITH STRENC7HS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITI OF G=OA2 13. CONCREIE: MINIMUM COMPRESSIVE STRENCIH OF 2,000 PSI. C. MAS014IRY: HOLLOW/FILLED BLOCK FER ASIM C9D WITH I'm=2,000PS1 MINIMUM. D. METAL STRUCIURE: STEEL 18GA. (.048') FN=33!!SI/FU=52KSI OR ALUMCJUM 6063-75 FU=30KSI .048• THICK MINIMUM TABLE OF CONTENTS 1 SHEET 00.1 GESCPIPIION I1NOTES 2 - 4 1 CLEVAION5 5 — 13 1114STALLATIOPI DETAILS 14 1 COMPOtiEmTS SIGNED: 0711WO16 MI WINDOWS AND DOORS 650 W GRATZ, PA 17030-0370•GENSF i 9fp 0 5 #= SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• 52"X84" NON -IMPACT NOTES 8 AT OF 08 A IE O` WA':NTS lm"E 12/09/14 srcL5160F IA MAX O.C. 52- MAX FRAME ADTll MAX O.C. 1 r L 6" O d X I 52" MAX FRAME WIDTH 7." MAX 2" MAX 16" --{ MAX O.C. 2" MAX 2" l tE" LLAX O.C. 7 O d" LIAR FRAME j HEIGHT U X ILI 1 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART 1/I FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART ,II FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING i60.OPSF NONE NOTES. I. MAY:MUM SASH SIZE: :,I" X 35". 2. MAX MUM SASII D.L.O.• 47 5/8" X 32 1/2" 3 LIAkIMUM FIXF_D D.I..LI.: 49 1/4' X 45". IA. If 21 METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL I R11T..glb D7:JCRmT10K OAIE •'poOVCD REVISED ANCHOR SPACING' & CHMIS 107/11/20161 R.L. CHART r;r1 UNITS INSTALLED WITHOUT FILLERS Number of eneber beetlone roqulrod Fresno 1a16b11b1I Frerne Wldlb M 7000 Heed Jamb 24.00 Heed Jlmb 30.00 H"d Jamb 3E00 Hpe JJmb 4200 Heed Jemb 40.00 Hoee Jamb Sxoo HNe Jamb 24.00 2 3 3 3 3 3 3 3 4 3 1 1 3 4 1 3 30.00 2 3 3 3 3 3 3 3 4 3 1 ] 1 1 3 30.00 2 3 3 3 J J 3 J 4 3 4 3 4 3 4200 2 4 3 4 J 4 3 4 4 4 4 4 4 4 40.00 2 4 3 4 J 4 3 4 4 4 4 4 4 4 4.00 2 5 3 5 3 5 J 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 00.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 2 6 3 6 3 6 6 4 6 4 6 4 6 7800 2 6 3 6 3 6 J 6 6 4 6 5 6 04.00 2 6 3 8 3 B 3 6 4 6 1 7 5 7 MI WINDOWS AND DOORS 650 WEST MARKET SIREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS N.G. 1 08-02546 rmE NTs "T 12/09/14 S "-'2 OF 14 SIGNED: 0711212016 R OENSF •i1, 0 5 •*= TATE OF i/ css/0NA E A rR HE 52" MAX FRAME C. 2' MAX__ r , 60 AX 2.. MAX Ai 1 1 ri" MAX O.C. I 4" 1 4:t EJI: CHT 4 X i I uxT_ 52" MAX rRAk,.E WIDTH -- 2' MAX - _ 16" MAX _ 2 MAX1O.C._ 1y_ 16' MAX OO.0 MAX FRAME HEIGHT a U X 1 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR NEW FLANGE&FINLESS INSTALLATION FLANGE A FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t6O.OPSF NONE. N01 E5: I. MAXIMUM SASII SIZE- 51" X 33". 2 MAY MUM SASII D.L.O.- ? 5/8" X 32 1/2" 3. Mk)(IMUM FIY.00 D.I.O.: A9 1/4' X 45". HARDWARE SCHEDULE A. (2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL al»smin ' O75CR+1qM DATE u'r..^OVED REVISED ANCHOR SPACING & CHArlS t)7/1 1 .;'20161 R.L. CHART #2 UNITS INSTALLED WITH FILLERS Wmber of anchor Iot:allona requlred tram• Haightpnl Frail* width (In) 00 24f.w 30.W 3100 42.W 4&00 1 saoo Head Jamb Head Jamb Haad Jamb Head Jamb Head Jamb Head Jamb Hud 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 J1.00 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 41.00 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 8 60.00 2 S J 5 13 5 3 5 4 5 5 4 5 61D0 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72J10 2 6 3 6 3 6 3 B 4 B 4 6 4 8 71.00 2 6 3 6 J 6 3 B 4 6 4 8 4 8 84.00 2 6 3 6 3 8 3 B 4 B 4 8 4 6 MI WINDOWS AND DOORS 650 WEST MARKET SFREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE & FINLESS ELEVATIONS 1)"Ors. M, NO N.G. 1 08-02546 scut NTS 12/09/14 611EI13 OF 14 SIGNED: 07/12/2016 R 1 I LIDS,/ iSGEivdqw 0 5 .*= 0 ; STATE OFry F''cLOR10 • i•• 52' kwx FRAME WIDTH — I.+A r - ' 0 - 2" MAX2' r---- L+7J( O.C.-1 r.=--.---, III 10" MAX I OO.C. L s 1— MAX FRAME HEIGHT I i 2" MAX - 2" 52" MAX FRA AE WIDTH 10" MAX O.0 10' MAX O.0 T_I84" MAX I FRAME fl iHEIGHTI 2" Ma't i 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART d3 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART R3 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING, IMPACT RATING t60.OPSF NONE HOTCc I. 61AXIIJUM SASH SIZE: 51" X 36". 2. M-XIMUM SASH D.L.O.: 47 5/8" x 32 1%2'. 3. M-XIMUM FIXCU D.L.O. 4:I 1/4" IC 45"_ RESCHEDULE IM EACH END INTERIOR MEETING RAIL AT IAMBS FNSKMS Dr:{nlrigN MtL REMED AIJCIIOR SPACING R CHARTS 07/11/2016 A 1. CHARTO Wm bar or mehor locations required Frarlle Frame Width (in) rd00 I/00 30.00 36.00 I200 Id00 5200 Iblpht (In) HdS Jamb Nd5 JsmD Hd5 Jamb HdS Jamb HAS Jamb HAS Jamb NlS Jamb 24.00 3 3 J 3 3 5 3 5 3 6 J 8 3 30.00 3 3 4 4 4 5 4 5 4 8 4 6 4 30,00 3 5 3 5 4 5 5 5 5 5 0 5 B s 4200 3 5 3 5 4 5 5 5 5 5 a 5 6 5 Id00 3 a 3 6 4 6 5 6 5 6 6 8 6 6 1.00 3 8 3 8 4 6 5 6 5 6 6 e 6 6 60.00 3 7 3 7 4 7 5 7 5 7 a 7 6 7 a6.00 3 e 3 6 a 5 e s 8 6 8 6 a 7200 3 a 3 a e 5 e 5 8 6 a 8 8 78.00 3 9 3 9 9 5 9 5 9 8 9 8 9 61.00 3 9 3 9 9 5 9 5 9 0 9 8 9 SIGNED: 0711212016 M650 IWDOWESTMARKETS ANDDOORS REIt0/// GRAB, PA 17030-0370 TREET`\`J`9 r,•\G kS ,tl+ 0,.6125 *= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"XB4" NON -IMPACT FIN ELEVATION A' SATE OF ; tV 0RIOP 4A11> Ww. vw: A0. a1J 08-02546 A i iJs10NA11 a\\ scwcNTS n.¢ 12 09/14 4 OF 14 1 /2" Mill f EDGE DISTANCE OOD FRAMING OR 7.X BULK U1 UInCRS i 1 1; •t" MIN. F_L1FEI?bIEWi r I I BACKER ROD — Jb: APPROVED I 1 T i n" MAX SEALANT \SHIM SPACE EXTERIOR U4l:KER ROD APPROVED SEALANT WOOD rRAMINC. OR 2X BUCK BY C11HCR5 10 WOOD SCI?E+V INTERIOR METAL STRUC iIJRE BY 01IJERS APPROVED SEALANT SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT I /n" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT META STRUCIUR 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 E2112 3/a" MIN EDGE DISTANCE N r0 1 n' MAX l r SHIM SPACE 910 SMS OR SELF DRILLING SCREW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL 10 BE SET Cl 4 BED OF APPROVED STRUCTURAL SEALANT 1 /q' MAX. 5111M SPACE nLvtsu.11s RLv DIScrlipp)A' 1611E •'*''?G t11 A REVISED ANCHOR SPACING & CHARTS 1 07/11/7015 P.L. 1 1/4" MIN. _ 1/4' I.WX EMBEDMENT SHIM SPACE 1 /2" INTERIOR MIIJ EDGE DISTANCE Q10 WOOD J SCREW / X\1 FEN\ MOOD FRAMING J OR 2x DUCT( EXTERIOR BY OTHERS — BACKEP ROD c APPROVED SEAIAN T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4• Mo. SHIM SPACE T10 SMS OR SELF DRILLING INTERIOR SCREWS \ 111 f r 3/q" AIR". CU;C CI_TN I I EXTERIOR METAL —" STRUCTURE BAC. ROD KCRBY01oERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS R i0 i'' 650WESTMARKEISTREE'1 GRA1Z, PA 17030-0370 J\? GENV* r••%, •+ SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0y6 6 • # = 52" X84" NON —IMPACT ot• FLANGE INSTALLATION DETAILS WITHOUT FILLERS p •• as AT OF iO F•;°(ORI• tn1<wro: ALv 08- 02546 A V10lAil6`\ SCML oAr[ NTS12/09/14 5 OF 14 L 2 1/2" MIN. EDGE DISTANCE CONCRCfC/f:ASOlIItY BY OTHERS • , A OPTIONAL 1A BUT.. , ' ' ' n I 1/A" I.11N. SEC NOIES 3 - 7 EMBEDMENT i I 1/4" MAX, _ DACKER ROD J SHIM SPACE APPROVED Ijl -"L=1• I \ SEALANT I 3/16" TAPCON n[v rrt. IRNOfSCRAMNM1Can1rWSD A RMCD ANCHOR SPACING k CHARI$ 07/11/7016 P.L. 1,/A" MAk. SHIM SPACE c III III ' . INTERIOR II ® rria2I EXTERIOR ?' INTERIOR MIN.N• EDGE o 1 _ DISTANCE EXTERIOR BACKER ROD APPROVED OPTIONAL IX BLI SEALANT SEE 140TES 3 - 7 SHEET I JAMB INSTALLATION DETAIL SILL TO BE SET CONCRETE&ASONRYINSTALLATION BACKER. ROD III A BED OF APPROVED I: AoPRSTRUCTURAL SEPLADI LANI SEAL,+NT OPTIONAL IX RUCK \ \ / 1;'•I" MAX. NOTES: SEE IIOIE 3 - 7 F SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHEET 1 _ NOTSHOWNFORCLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE; I/A:3NRY UY OfFIERS A SIGNED: 07/t2/2016 y e MI WINDOWS AND DOORS TI Ilrr ri n ` • •• 650 GRATZ S PA 17030 0370 STREETMARKET J\ 5 G SERIES 185 ALUMINUM SINGLE HUNG WINDOW _*• 0y6 *= 52 X8 NON IMPACT FLANGE INSTALLATIONN DETAILS WITHOUT FILLERS AT OF VERTICAL CROSS SECTION • '20R10 CONCRETE/ MASONRYINSTALLATIONDv<rN- Da; pD. REV S(.G: as[ 08- yr2546 A NAj1 a NTS 12/09/14 6 OF 14 1 1/ 4" MIN. EMBEDMENI CONCRETE / M SONRY BY OTHERS 1- 3/16" TAPCON 1 /2 M114 I EDGE DISTANCE uOGD FRAMING I OR ^..: BUCK • UY 0111ERS 1 1/4" MIN. FMF%Cl)MENI BACKER ROD MAX. 1!r APPI?CtVFI? (IIUI!jr \ SIIIM SPACESEALANT !I.l{I FILL ID J III III ` # 1 U wOOV SCREW INTERIOR J 1 EXTERIOR U,ACKER ROD APPROVED SEALANT WOOD I"RAMIHG OR 2X RUCK BY CIIHERS PLVI':101U ' RLV O15LRD'MM EDGE. FINE +to E. DISIANCE MIN A REVLCCD NJCHOR SPACING k UURIS 07/11 2016 R.L METAL 1 1/4' MIN. _ 1/4' MAX. STRUCTURE EMBEDMENT SHIM SPACE BY OTHERS 1/4" MAX. r S111!.1 SPACE APPROVED SEALANT RIGID FILLER g 1 2 _ EXTERIOR J1 SILL TO BE SET IN it BED OF APPROVED STRUCTURAL SCALAN1 1/4" MAX. BACKER ROD rL SHIM SPACE APPROVED SEALANT META STRUCTUF BY OTHEF VERTICAL CROSS SECTION WOOD FRAMING OR 2X DUCK 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 AS TM E2112 1 /2 MIN INTERIOR EDGE DISTANCEi—r, IY 10 WOOD SCREW 10 SMS OR SEV DRILLING SCREW WOOD FR4IIINL; OR 2X UUC:K EXTERIOR BY OTHERS BACKER ROD RIGID It APPROVED VILLEN SEAIA41 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR HET%L 1/4' MAX. STRUCIUP.E SHI!A SPACE BY OTHERS 110 SMS OR INTERIOR SELF DRILLING SCREWS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4",_.• TOSILT. BE SET EDGE IN A BED 4F DIST di! PROVED r STTRI1CTl1RAL EXTERIOR SEALANTEAL 7DICKER MAX. RIGID — ROD 1/4"FILLER Ac APPROVED SIIIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MIWINDOWSIwDOWEST AND DOET MORS0111111111111,VGRAT7, PA 17030-0370•GEMS:9U1 G SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• 05 +t= 5A NON — IMPACT LATI FLANGE INSTALLATIONDETAILSWITH FILLERS E ATOF p • 8ATOFmwn: can 10. 4 F•;c[ORIOT; • Kv 08A 1j SD257GOF toSfI1LNTSa212/09/14 filNA11 0\ 2 1 /2" M1rl. "[ v`x'Ir> EDGE DISTaNCE rta asemplaw a¢ — COrICRCTC/V..A.SOIJRY A REVISED ANCHOR SPACING R CHARTS 1 07/11/7016 P.L. 8Y OTHERS • a 01111014AL 1 X BULK ' ° 1 1/4 MIN. SEC NOTES 3 — 7 . • • EMBEDMENT SIICCT 1 _ ' ' 1 1/4" MIN. 1 f LMSEDMENI 1 COrlCRE i E/ MASONRY 1 /4" MAX. _r EY OTIICRS — • OPIIONAL 1X BUCK UALKCR POD — r SHIM SPACE ' r SEE NOTES 1 - 7 R APPROVED I / SHEET I SCALANI R11 FILLER 3/16" TAPCON 3/16" TAPCON •° FI / 14MAX, SHIM SOACC 71INTERIOR r_ EXTERIOR INTERIOR 2 1 /2' FAIN. J EDGE ° DISTA14CE J ` BACKER ROD EXTERIOR RIGID 4 APPROVED FILLCR SCALAr1t JAMB INSTALLATION DETAIL 11 IIILI. TO BE STRUCTURAL F Ei CONCRETENASONRYINST INSTALLATIONBACKER ROD, / A A e"o o, do APPROVED S APPROVED SEALArJI \ STRU 1 SEALANT OPTIONAL IX RUCK \ J / i NOTES 4" Rb\X. t. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. SECHOIESHEETI \ •_ram F 511IM SPACE NOTSHOWNFORCLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2I 12 CONCRETE/ MASQNRf — U' f O1HER5 `, ° .• SIGNED: 0711212016 MI WINDOWS AND DOORS T1111 r r A'• a 650 WEST MARKET STREET "Nx , R. LO a GRATZ, PA 17030-0370 ```r •GENS••U+ SERIES 185 ALUMINUM SINGLE HUNG WINDOW *• AAT 5 # 52" X84NON-IMPACT = FLANGE INSTALLATION DETAILS WITH FILLER $ VERTICAL CROSS SECTION CONCRETEMASONRYINSTALLATION DRAWW. 00, MI. FEv i'O••:cfOpiOP• scutN.G. 08-02546 A 14TS a [ 12/09/14 8 OF 14 1/2' MIN EDGE DISTANCE WOOD rRAMIILG OR 2W RUCK Ui OTHERS HACKER ROD — fA!' T) MAX. SEALANT " SPACE 10 WOOD SCREV, 1— IJ 1 JI lG INTERIOR EXTERIOR 1 HACKER ROD A APPROVED SEALANT W001) FRAMING OR 2x BUCK BY OTHERS METAL S I RUC 1 URE BY OTHERS APPROVED SEALANT EXTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROD 1/ 4" MAX. & APPROVED SHIM SPACE SEALANT r 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 IN ACCORDANCE WITH ASTM E2112 3;' 4" MIN EDGE DISTANCE 1/ 4' MAX r SHIM SPACE IS OR SELF DRILLING SCREW 1 1 INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET I, I A BED OF APPROVED STRUCTURAL SEALANT 1/ 4" MAX. SIIIM SPACE aLlnsnr, ' NA RD lSED ANCHOR SPACING A: CHARTS 07/11/7016 P.L. 1 1 /4" MIN. 1/4Lbtic. EMBEDMENT 1 SHIM SPACE I I INTERIOR 1/ 2' MIN EDGE OISIANCE i1— T• SCRFw Whel, j EXTERIOR WOOD FRAMING OR 2X BUCK BY OTHERS - BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I/4- MAX. SHIM SPACE 10 SMOF, INTERIOR r SELF DRILLINGSCREWSmttl3/ 4' MIN. 1 EDGE DISTANCE 1 EXTERIOR METAL BACKER ROD STRUCTURE A. APPROVED LTY OTHER;: SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MssD WINDOEST WS RANDDOORS RilLlo i,, AET STREET GRATZ. PA 17030- 0370 GENSF•9s SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 # 52" N NON IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS j S ry 0RT0:6 oa wlc 0*11.0. 6, N.G. 08- 02546 A iT0 a1C 5 NTS12/09/14 9 OF 14 fill L 2 1/2" Mill. EDGE DISTANCE CONCRIIE/MAS011PY BY OTHERS n a O' BUT: ' • °• 1 1/4" MIIJ• 111CNOI 1 t 7 , .• EMBEDMENT SEC HOI[S 3 - 7 "^- SI IEET 1 `' i - • - 1/4" MAX. _ UACKER ROD Ir SHIM SPACE h APPROVED Iy ISEALANI J 3,:16' TAPCON EXTERIOR L INTERIOR SILL TO BE SET 114 A BED OF BACKER ROD APPROVED L ADPROVED STRUCTURAL SEALANT \ ai- SEALANI OPTIOr1AL IX BUCK 1 " 4 MAX. SEC" NOTE 3 - 7 F SHIM SPACE I CONCRETE/MASONRY - BY OTHERS ` y VERTICAL CROSS SECTION CONCRETEANASONRY INSTALLATION 1 1/4" MIN. EMBEDMENI CONCRETE/MASONRY r:Y OTHERS 3/16" TAPCON iIdiAlp. 2 1/2' MIN. v EDGE DISIAANCE ' AN CCStFdM10M - APPP06TD REVISED A14C140R SPACINC R CHARTS 07/11/7016 PL. O!= I IONAL IX RUCK SEE NOTES 3 — 7 SHEET I 1 /4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD Gz APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEAWISONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 Msso IwDOWESTMnRKETANDDOORS It LLoTREET GRA77. PA 17030-0370 GENSF i1' SERIES 185 ALUMINUM SINGLE HUNG WINDOW 05 * = 52LATIO NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER 0 AT OF Bty oluwl,: cs. 10. F[v ORIOT; 08 A s`111NAj1 1\\\\ a : NTS °A1c 12/09/14 5in510 OF 14 1 / 2' MIN EDGE DISTANCE INCOD FFAMR14 OR 'X BUCK UY 0111 11S C1!ER ROD et APPPOVED SEALAN7 I I SHIL4 SPACE Rk:ID 11 L # 10 WOOI: SCREWFILLER 1 Al INTERIOR EXTERIOR f mr.+J, STRI ICTUR BY OT1+ER' APPROVEI SEALAN t 3/4' MIN EDGE DISTANCE 1/4' MAX. r SHIM SPACE RIGID II FILLER # 10 SMS OR SELF DRILLING EXTERIOR SCREW INTERIOR TO BESET INN A fit) OF APFRr.VED STRLICTURAL L1.ACKER ROD —• SEALANT Y APc ROVED SEALANT _-5 I;'4' MAX. rKER ROE I HIM SPACE AAPPROVEE SEALANI WOOD FRAMING — OR iA BUCK • ``. BY OTHERS METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANF BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BCD OF APPROVED STRUGTURAL SCALANI 1/4" IAAX SHIM SPACE Nroncwr, Flv ocscmmwR WIC I •I'pprnin II REVISED ANCHOR SPACING h CHARTS 07/11/20 161 PL. 1 1/4" LAIN. 1/4" MAX. EMDCOMENT SHIM SPACE I1 1/2" INTERIOR MIN EDGE DISTANCE R7 RIF— — t0 WOOD 1 SCREW / EXTERIOR WOOD FRALFRAMING'J/F- DACXER OR 2X BUCK / ROE) BY OTHERS J a APNROV. D RIGID FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE SY OTHERS SHIM SPACE v 10 SMS OR INTERIOR SELF DRILLING SCREWS m 3/4' 1 - MIN. EOCE DLSTAIICE EXTERIOR RIGID - ` &V•ICER ROD FILLER N, APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 ND DOETMIWINDOWSIWDOWESTIILo7i',. MRORS51R9+' GRATZ, PA 17030-0370 VGEN,p; SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• ter 0y6 5 #= 5I NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLERS gg ptv WN: DR40 F1,.•ORLO, 08- 02546 A 6\ j7s' pNAj1Ea uxcoA[ NTS12/09/14 11 OF 14 CONCRL-IE/MASOIIRY BY OTHERS OPI I(INAL 1 it BUC. SEE NOTES 3 - 7 SIIEET 1 UACKER ROD A APPROVED SEALANI RIGID FII.LEft r EXTERIOR JIZ C INTERIOR 1 y_ 2 1/2 MIN. EDGE DISTANCE n 1 1/4" MIN. EMBEDMENT 1/4" MAX. -I SHIM SPACE 3/16" TAPCON SILL TO BE SET IN A BED OF BACKER D APPROVED e APPROVVEED / STRUCTURAL SEALANT !/ SEALANI ppZ OPTIONAL IX BUCKIV i /4" MAX. SEC NOTE 3 - 7 `lr SHIM SPACE SHEET I N CONCRETE/MAS-)NRY UY 0111ER5 1 ° • VERTICAL CROSS SECTION CONCAETE/INASCNRY INSTALLATION 1 1/4" MIN. _• EMBEDMENT CONCRETE/ MASONRY By OTHERS ' 3/16" TAPCON 2 1/2" EDGE I.. '. DISTANCE 1 RIGID FILLER PMSMrU ' AN OI:SC17F 1117K DATE W—M-SDN. REVISED ANCHOR SPACING k CHARTS 07/11/>01fi P.L. I OPTIONAL 1X RUCK SEE NOTES 3 - 7 SHEET I 1/4" MAX SIIIM SPACE INTERIOR EXTERIOR BAC%tER ROD APPROVED SCALL4141 JAMB INSTALLATION DETAIL CONCRETEANASONRY 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 MARKEI STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLER MWN: PYS I.o. rscv N.G. 08-02546 A r IJTS °A"E 12/09/14 ISHUT112 OF 14 SIGNED: 0711212016 J r'• 1 R 11L10 oTATE OFty Oe :°0R10• as on SCREW 7/tfi" Mlr. EDGE DISTAN EXT 7'/1G" MIN EOc;E DISTANCE 8 WOOD S1:REYI LMOGV61cwl VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1 /4 * MAX. SIIIM SPACE 1/4- MAX SHIM SPACE WOOD FRAMING ev OTHERS WOOL) TRAMING B'I OTHERS REwsr.*6 orscnmtai. WE I AMIPMT(I REVISED ANC14OR SPACING h C14ARIS 07/11/9016 R.L. t 1 N MIN. ' EMBEDMENT 8 WOOD SCREE: 7/18- MIN _ EDGE DISTANCE 1/ 4" MAX SHIM SPACE INTERIOR 1 EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FIN INSTALLATION DETAILS DRAWN- PM: Ito. FLY N.G. 1 08-02546 A 4c NTS DAT 12/09/14 s"-" 13 OF 14 SIGNED: 0711212016 G E NSF •9`r' R 5 .#= I' T'tp . ATE OF tV` i FS :cf ORIOP 1— 2 3/16" 1 7is' 13/16- 2 3/16" FLANGE FRAME HEAD FLANGE FRAME JAMB CM48501 CM-185113 ALUMINUM 6063-TS.050•THICK ALUMINUM 6063-T5.050•THICK T 3/8" u FLANGE FRAME SILL CM-18502 ALUMINUM 6063-T5.055' THICK FINLESS FRAME SILL CM.18554 ALUMINUM 6063-T5.055' THICK 2 3/ i 6" --{ Ill 5/16" U1 FINLESS FRAME HEAD CM•18553 ALUMINUM 6063-TS .050• THICK 2 5/ 1 G -1 T I 3 3/4" 1 FIN FRAME SILL CM-18509 ALUMINUM 606345.055' THICK 1 3/g}-- 2 3/1G" 1--4 FINLESS FRAME JAMB CM-18513 ALUMINUM 6063-75.050• THICK 2 3/1G" - 2 5/16• FIN FRAME HEAD CM-18508 ALUMINUM 606345.050• THICK 1 7/16' 2 3%8" I I i 110 2 5/I6' L-11'CI`I 1J11 2 3/16" L L LOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM. r8505 CM-18555 CM-185N CM-18510 ALUMINUM 6063-TS .062' THICK ALUMINUM 6063-T5.050• THICK ALUMINUM 6063-TS .055• THICK ALUMINUM 6063-TS .050• THICK 1 i GLAZING BEAD V_w RIGID PVC .060' T HICK r 19/i6' 5/ l GLAZING BEAD V-185 RIGID PVC .050' THICK 1 t r- 15/t6" r 1 SASH STILE CM.I8507 ALUMINUM 6063•TS .050• THICK REVIS"m I REV I DESLROWN I atE I APMMTD 1 R REVISCD ANCHOR $PtCINO k C11Mi5 0/1 I j 7716 P L. 1/8" ANI7. - - 1/@" Ai4N. l— METAL REINFORCED BU I) L SPACER EXTERIOR / 4-1-t INTERIOR 5/8SILICON[ SEALANT SETTING BLOCK GLAZING DETAIL A 3/ 16" ANN EXTERIOR INTERIOR SILICONE 5/8" B17E SEAIANI SETTING BLOCK 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 M. Dw4 N3. N. G. 1 08-02546 VAL NTS o"L 12/09/14 s17114 OF 14 SIGNED: 0711212016 N10• 9 J* ; STATE OF Rcv 00R10"' A i'41ONA 111a: Florida Building Code Online Page 2 of 3 FL # Model, Number or Name Description A- 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: LC-PGSS. Glass must comply with ASTM E1300-04. Certification Agency Certificate FL153S1 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-109-47 Flanoe.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.O1.odf FLIS351 R4 it 188HS Flanoe Non-Imoact Fastener Schedule 08-01023B.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL1S351 R4 AE 5115886.odf Created by Independent Third Party: Yes 115351.2 1 HS 188 Fin and Flange Frame XOX 1120x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-55 Other: HS-LC40 Certification Agency Certificate FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780,01-109-47 Flanne.odf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FL15351 R4 11 188HS XOX Flanoe Non -Impact Fastener Schedule 08-01156B.odf FLIS351 R4 I1 Installation Instructions - 188 HS (XOX) As Tested 99775.01.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.odf Created by Independent Third Party: Yes 1 15351.3 I HS 188 Fin Frame 173x62 Laminated Insulated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +SS/ -SS Other: HS-LC55. Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed outer lite, air space, 1/4" annealed laminated glass comprised of 2 sheets of 3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FLIS351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO . odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FLIS351 R4 lI Installation Instructions - 188 HS Imoact FIN 73x62 Product 3.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 1 HS 188 Fin Frame 173x62 Laminated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-SO Other: HS-LCSO. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Soluta. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 1 HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D. Wind Zone 3. Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 11 Installation Instructions - 188 HS Imoact FIN 73x62 Product 4.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FLIS351 R4 II Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuildinp.org/pr/pr app dtl.aspx?param=wGEVXQAtDgtH8572gvdWIau... 9/7/2017 Florida Building Code Online Page 1 of 3 Business 9. Professional R'. ,r Na SCIS Home I Log In I User Registration ; Hot Topics I Submit Surcharge I stets a Fats I Publications I FSC Start I SOS site Map i Links I Search I lolida Product Approval USER: Public User Product Approval Menu > ProduR or Application Search > AQghGAUga ,xt > 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 L 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 M Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/1.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgtH85 72gvd WIan... 9/7/2017 Florida Building Code Online Page 2 of 3 2 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 GAG 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 FLIS349 R8 II 08-023578.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 18S PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 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: +55/-55 Installation Instructions Other: R-PG55 FL15349 RS II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 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 FLIS349 RS 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-LC55, Missile Level D. Wind Zone 3. Glass FLIS349 R8 II 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 S/8" glass bite. Evaluation Reports FLIS349 R8 AE 513782.odf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 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/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" 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 S/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE S122788.odf Created by Independent Third Party: Yes 1S349.S 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +SS/-55 Installation Instructions Other: FW-LC55, 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 18S 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-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02947.odf http://wa-A,. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wlan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Venfied By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLIS349 R8 AE 513781.odf Created by Independent Third Party: Yes Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: OSO-487.1824 The State of Florida Is an AA/EEO employer. Coovricht 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 OSO.e87.1395. 'Pursuant to Section 15S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter ISS, F.S. must provide the Department with an email address It they have one. The smalls provided may be used for Official Communication with the licensee. tlewever 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: M Credit; Card Safe http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd)h7lan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. 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, APPUED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED'PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #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 . . o6CRPRON OAT[ I APPROVED. REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16• TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SINS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm-2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048) FY=33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU-30KSI .D48• 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 Mo, DRc No SHEET NO.1 DESCRIPTION J.L. 08-02357 1 1 NOTES EdSML NTS 104TE 09/03/14 1 SHM I OF 12 2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 - 12 INSTALLATION DETAILS L ROBERTO LOADS P.E. I1ffi WDCOFORD RD LEWISVILLE. NC 27023 434-666-06099 com SIGNED: i 1/15/2016 R ' l L 04,,. o6 *= STATE OF B i SS pNA11 a0\ Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH 6" MAX -1- IS- MAX O.C. -) V MAX L 18 j MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 8EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 1 6. MAX - I 18" MAX D.C. - 6" MAX 71 1/2- 18 MAX FRAME TO.C. HEIGHT 00 j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 01 & 12 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60. OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 3(4' X 68 34' RrASWIS - RLV DESOPOWN DATE APp10KD A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. CHARTS# Number of anchors required (without rigid fillers,) Frame Frame width (in I* lphl 24.00 20.00 39.00 42.00 48.00 54.00 0.00 9600 72.50 on) HAS mD HAS amD HIS pamb HAS Jamb HAS Jamb HAS jambimaspomb HAS Jambi HAS Jamb 2A00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30. 00 2 2 2 2 3 2 2 3 2 4 2 4 2 4 2 5 2 30. 00 2 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 42. OD 2 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 48. 00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 M. 00 2 4 2 4 3 4 3 4 3 4 4 4 S 4 a 4 7 4 60. 00 2 4 2 3 4 3 5 7 5 1 5 5 5 e 5 7 5 e6. 00 2 2 S 5 e 6 S 6 0 0 7 a 71. 50 2 S 2 5 3 5 3 6 3 6 4 7 5 7 a 1 7 7 7 CHART S2 Number of anchors required Wth rigid filler' Rene Frame width (in) Nelght 24.00 30.001 36.00 4L 1 48.00 1 64.00 0.00 60.00 M50 tin) HAS mD MS amD HAS amb HAS mD HAS Jambi HAS mD HAS Jamb HAS mD HAS amD 24. 00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30. 00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 3e. 00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 42. 00 2 3 2 3 3 37 3 3 3 3 4 3 4 3 4 3 5 3 40. 00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 4. 00 2 2 4 3 4 3 4 3 4 4 4 4 4 4 S 60. 00 2 4 2 3 4 3 3 4 4 4 4 4 4 4 S ee. 00 2 412 413 3 4 S 71. 60 2 S 2 S 3 S 3 5 3 5 4 S 5 5 S S SEE SHEETS 4.7 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 FLANGE R FINLESS ELEVATION & CHARTS J. L. 1 08-02357 scut NTS DATE 09/03/14 sitar 2 OF 12 L ROBERTO LOALA.S P.E. 1432 WOODFORD RD LEWISVILLE, NC 2M23 4J4. 689-0609 ifl mas@ebr a"cam SIGNED: 1111512016 Ik I IL 0GEAISFq, P E ATOF \ v/ Z j1v\ Luis R. Lomas P.E. FL No.: 62514 71 FI HI 6 MAX' 72 1/2- MAX FRAME WIDTH — IEI18' MAX O.C. j 18' j MAX O.C. 1/2' IAX GHiGHI j j 6' MAX REFER TO CHART 13 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REOUIRED 72 1/2" MAX FRAME WIDTH 6' MAX — 18' MAX O.C. —I 6' MAX 1 j 18' MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHART 83 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES. 1. MAXIMUM D.LO.: 69 314' X 68 3a' REVISIONS oao®ttou as A1•sfto REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 1 R.L. CNART I3 Number of anchor* required(fin Installation Frame Frame wIdtb (in) 1ll0bt 2400 1 20.00 1 so 1 42.00 1 41.00 64.00 1 so .00 6.00 1 72.e0 fin) HAS amb HAS Jamb HAS Aamb HAS Jamb HAS Jamb HAS amD His amb HAS Jamb HAS Jamb 24.00 3 4 3 4 3 4 s 3 e 3 e 3 20.00 i i 3 4 3 4 i 4 i S 3 e 3 e 3 2e.00 3 2 4 3 4 3 4 2 S 2 e S e I 4t0o 3 4 3 4 1 4 4 4 4 4 4 4 S 4 S 4 e 4 4e.00 3 4 3 4 s 4 4 4 4 4 4 4 S 4 S 4 e 4 400 3 4 3 4 i 4 4 4 4 4 4 4 S 4 5 4 6 4 60.00 2 5 3 S 3 s 4 S I S 4 e S S S S e S ee.00 s a s a s 4 s 4 s 4 s s s s s e s 71.e0 3 6 3 6 3 e 4 1 e 4 1 e 1 4 e 1 S 1 6 e 6 e e 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 do CHART pRA1N; WC No. J.L 08-02357 5C&E NTS DATE 09/03/14 13 OF 12 L ROBERTO LOWS P.E. 1432 WVODFORD RD LEWISVX LE. HC 27023 494E1e-0509 d*Tar@awmaspa.Com SIGNED: 1111512016 1I1111i/0//'// y\ GENS •s 00 AT OF , ty i 0. Al, 0\\N\ 1 Luis R. Lomas P.E. FL No.: 62514 1/2- MIN. I EDGE DISTANCE WOOD FRAMING I 1 1/4- MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 10 WOOD SCREW EXTERIOR INTERIOR S10 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 T 1/2' MIN.K IEDGEDISTANCE INTERIOR p10 WOOD SCREW WOOD FRAM1Nc EXTERIOR OR 2X BUCK BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION L."'s"',- Kv 00CRF110N DIE APPROVED 3/4- MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. STRUCTURE BY OTHERS 1/4" MAX. IB r SHIM SPACE BACKER ROD—,,-,," APPROVED SEALANT TFINTERIOR 110 SMS OR SELF DRILLING SCREW EXTERIOR 110 SMS OR SELF DRILLING SCREW BACKER ROD RIGID FILLER APPROVED SEALANT 1/4" MAX. SHIM SPACE METAL STRUCTURE NOTES: BY OTHERS I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCE MTN ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX r SHIM SPACE 3MIN. INTERIOR EDGEEDDISTANCEJ10 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 WITHOUT FILLERS DRAW* DWG ND RI J. L. 08-02357 seuE NTS I D` t 09/03/14 1 SHE" 4 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 44• 6ds-0609 dbmarf*b M*pSIGNED: 1111512016 1R 11 L D'y'% CENS 9iP 0 g * O ISTATE OF.*ku= cL OR%O* ONA 11\\ Luis R. Lomos P.E. FL No.: 62514 RMSIONS RLV DESCRIPION DUE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS O6/OI/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. OPTIONAL 1X BUCK• 1 1/4" MIN. EMBEDMENT SEE NOTES 3 — 7 EMBEDMENT SHEET 1 o CONCRETE/MASONRY BACKER ROD 1/4- MAX, BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED SEALANT 4BAC KSE R_ROD 1/4 MAX. 2 1/2 OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY l BY OTHERS n 1/4" MIN. ' 1 APPRVED SEALANT EMBEDMENT a* . 1.°:• JAMB INSTALLATION DETAIL Q• CONCRET&MASOWRYINSTALLATION 2 1/2- MIN. EDGE DISTANCE ' VERTICAL CROSS SECTION CONCRETEJMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. 1111IIIII 7j/ 5 I L 0'1l GRATZ, PA 17030 v •GEIVSh 9+ NOTES. SERIES 185 ALUMINUM FIXED WINDOW o 51 *= I. INTERIORAND EXTERIOR FINISHES, BY OTHERS. 73" X 72" NON —IMPACT NOT SHOWN FOR CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS O E OF2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KITH ASTME2II2 DRAWN: oft ND. REV J.L. 08--02E357 B seALNTS a1E 09/03/14 5 OF 12 L. ROBERTO LOMAS P.E. IAM WOODFORD RD LEMSVILLE, NC 21023 Luis R. Lomas P.E. FL No.: 62514 43W-M.0609 Abnas®bbMwocnm . 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 1/4' MIN. OR 2x BUCK EMBEDMENT BY OTHERS 1/a" MAx. BACKER ROD SHIM SPACE APPROVED SEALANT RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 010 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4' MIN. OR 2X BUCK EMBEDMENTBYOTHERS I 1/2' MIN r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE J fRIGID FILLER 1 /2' MIN. EDGE DISTANCE 1 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 0MR11"IION oATE APPROVED 3/4' MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. STRUCTURE BY OTHERS 1/4' MAX. r SHIM SPACE BACKER ROD J APPROVED RIGID FILLER SEALANT J10 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 ETAL NOTES, STRUCMTURE BY OTHERS 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 3/4' MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER MIN. 3EEDGE DIIISTANCED J INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL 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 DRAWN on NO. RLV J.L. 08-02357 B WALE NTS I 0"E 09/03/14 —E 6 OF 12 L. ROBERTO LOMAS P.E. I1V WOODFORD RD LEWISVILLE, NC27023 4N-Moeos r9 .&t@*b"2w c SIGNED: 1111512016 o,6 *= OAT E OF u s oan 110av`. Luis R. Lomas P.E. FL No.: 62514 REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED 11MAL1ATION DETAILS 06/01/15 R.L. EDGE DISTANCE I 0 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 77 CONCRETE/MASONRY BACKER ROD 1/4" MAX, BY OTHERS 1/4" MAX. do APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON o ••. EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD h 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 1 BACKER ROD BY OTHERS n • 1 1/4" MIN. APPROVED SEALANT a.• "' EMBEDMENT JAMB INSTALLATION DETAIL CONCRETEWSONRYINSTALLATION 2 1/2" MIN. IEDGEDISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC a 11LIoW. J\5 G E M pGRATZ, PA 17030 v, • 0 gPOO SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT Lp` FINLESS INSTALLATION DETAILS WITH RIGID FILLERS A ; STATF OROft". Oft". OwcNo. REV 08 B Ss1OiIIn111%aG`\` Luis R. Lomos P.E. FL NO.: os SCALE NTS DATE 09/03/14 S122ET 77 Of 12 L.ROSERTOLOMASPE. my NOWFORD RD LEWISVILLE, NC 27023 AN404609 m .sacvm 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 110 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE F--I- rn3/4' MIN 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW REVISIONS REV DESCRIPIVN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR INTERIOR 110 SMS OR J 10 WOOD SCREW SELF DRILLING SCREWSCREW BACKER ROD & RIGID FILLER ROD & RIGID FILLER APPROVED SEALANT 1/4• MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAXtFSHIMSPACE NOTES: WOOD FRAMING METAL 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, OR 2X BUCK 1 1 4 MIN. STRUCTURE 7 NOT SHOWN FOR CLARITY. BY OTHERS711 Z EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4" MIN DESIGNED W 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 INSTALLATION 1/4" MAX. 1 1/4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT SHIM SPACE IIT___ T_ 1/2" MIN. 3/4" MIN. INTERIOR EDGE DISTANCE EDGE DISTANCE INTERIOR MI WINDOWS AND DOORS, .LLC 650 W. MARKET ST. 10 WOOD B10 SMS OR GRATZ. PA 17030 SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW SCREWS 73" X 72" NON —IMPACT WOOD FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS BY OTHERS BACKER ROD & STRUCTURE BY OTHERS BACKER ROD & DMWR. DIIG No. R APPROVED SEALANT APPROVED SEALANT J.L. 08-02357 BEHIND FLANGE BEHIND FLANGE SCAU NTS I D'TE 09/03/14 s"EET8 OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. ROSERTO LOWS PE WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION AM WOODFORD RD L0"SVILE. NC 27023 d.fiee-009 4bMxR@*bnRsp. Co. SIGNED: 1111512016 J\ 5' i r•.*\GEMS' 9cp"% p M OF , t 1o1VA 0\0 \ Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV DESCRi nDN DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS e 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD do 1/4• MAX, BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. SHIM SPACE 2 1/2 MIN. OSEENOTE3 — 7 EDGESHEET1DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD t1l BY OTHERS 1 1/4" MIN. APPROVED SEALANT 4 a e•• • EMBEDMENT BEHIND NGE JAMB INSTALLATION DETAIL a CONCRETEAMSONRYINSTALLATION 4' 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&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 WITHOUT FILLERS DRAW DwO ND R J.L. 08-02357 sruE NTS JDAIE 09/03/14 SNEEl9 OF 12 L. ROBERTO LOWS P.E. 14W 10VOODFORD RD LEIVISVRLE, NC 27023 43r•6d1-0609 4Wrkt901bnutpe Can SIGNED: 1111512016 0M/i rEIVS•9iP o,,6 6 pTTATT E OF P :IORI P G• Luis R. Lomos P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD k APPROVED SEALANT BEHIND FLANGE 1 /2' MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE L 3/4' MIN 1 rnrr mere urr 1/4* MAX. SHIM SPACE IGID FILLER 10 SMS OR ELF DRILLING CREW REVISIONS REV OESCRWTION art APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R L. EXTERIOR EXTERIOR INTERIOR INTERIOR d10 SMS OR SELF DRILLING 10 WOOD SCREW SCREW BACKER ROD do RIGID FILLER BACKER ROD k RIGID FILLER APPROVED SEALANT 1/4' MAX, APPROVED SEALANT# t BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4• MAX. SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. WOOD FRAMINGMETAL OR 2X BUCK MIN. STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 11/4 MENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4' MIN711 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 INSTALLATION 1 1/4" MIN. 1/4' MAX. EMBEDMENT SHIM SPACE RIGID FILLER 1/2' MIN. EDGE DISTANC INTERIOR 1 010 WOOD SCREW WOOD FRAMING EXTERIOROR2XBUCK BY OTHERS i BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4' MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD k APPROVED SEALANT BEHIND FLANGE 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 FLANGE INSTALLATION DETAILS WITH RIGID FILLERS DRAW 0116 No RED J.L. 08-02357 B SruE NTS I D11E 09/03/14 O 10 OF 12 L ROBERTO LOMAS P E. 14M MVODFORD RD LEWISVMLE. NC 27029 434-M-0609 /0nn2$&"&7kso+ mm SIGNED: 11/15/2016 0 GEN'q 0 61 f k TAT iO•. O"*Fp•. 4 s'oIVA 1N \\; Luis R. Lomas P.E. FL No.: 62514 CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK 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 2 1/2 MIN. EDGE DISTANCEF. a. 1 1/4" MIN. e EMBEDMENT 1/4" MAX, SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4* MAX. SHIM SPACE e 1 1/4' MIN. a EMBEDMENT e 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAMASONRY INSTALLATION 1 1/4- MIN. EMBEDMENT 0 CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK • 4 SEE NOTES 3 - 7 SHEET 1 3/16- TAPCON v 2 1/2" MIN. EDGE REVISIONS REV DESCRWMN DPI[ I APPR04D A REVISED INSTALLATION DETAILS1 O6/Ot/IS R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 1/4' MAX. SHIM SPACE RIGID FILLER INTERIOR DISTANCE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEAMASONRY 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: DWO No. RV J.L. 08-02357 B wuc NTS I D`h 09/03/14 I WE' 11 OF 12 L. ROBERTO LOMAS P.E. I4M WOODFORD RD LEWISVILLE. NC 27023 434-MO4609 Mmasoftmupsam SIGNED: 1111512016 5 , C 7AT OF *ty Luis R. Lomas P.E. FL No.: 62514 REV1506 REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED 8 REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT A6 WOOD WOOD SCREW FRAMING BY OTHERS i 1/4' MAX. SHIM SPACE WOOD FRAMING 1/4_ MAX 3/8- MIN BY OTHERS SHIM SPACE EDGE DISTANCE 16 WoDO INTERIORSCREW INTERIOR EXTERIOR 1/4- MAX r SHIM SPACE 3/8• MIN d EDGE DISTANCE J6 WOOD WOOD SCREW FRAMING APPROVED 1 1/4' MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION t t/a' V EMIN. EMBEDMENT APPROVED SEALANT qlp BEHIND FIN EXTERIOR 3/8- MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS ORAWW DRD NO. J.L. 08-02357 soot NTS DATE 09/03/14 1 sI¢ET 12 OF 12 L. ROBERTO LOMAS P.E. IIJ2 WOODFORD RO LEWISVILLE. NC 27023 4N-M.0609 dbmsvw mRspvc SIGNED: I w5/2o16 O,y i i v,•\GENS•giP oTATOF 'Ev ORIOt"*, 4 i; s/DIVA 11E G`` Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 Itc Business & t • - e t ., SCIS Moms I Log In I User Registration ! Mot Topic I Submit surcharge I stag b Facts ; Publications ( PBC start ! SCIS site Map 1 Links I Search a Product Approval USER: Pu01ic Userdbpr Product Approvat Menu > Produtt or Aophution Search > Application List > Application Detail FL ft FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category 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-62S14 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R2 COI FLCOI.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtH8572gvd WIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/1S/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 153S3.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S353 R2 If 08-01448A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8' x 84'. Max mullion FL1S3S3 R2 AE S12072A.odf span: S2-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01439A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84'. Max mullion FLIS353 R2 AE 512063A.Ddf span: 83' Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 ti 08-01449A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL153S3 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 FL1S353 R2 11 08-01440A Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.odf span: 83". Created by Independent Third Party: Yes 1S353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 Il 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62S14 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 FLIS353 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 FLIS353 R2 II 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 FL1S3S3 R2 AE S1207SA.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.7 CM-18S23 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01452A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FLIS353 R2 AE 512076A.odf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01443A.odf Approved for use.outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd W] S... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.0df span - 83" Created by Independent Third Party: Yes 153S3.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FuS353 R2 It 08-01453A.0df Approved for use outside HVH2: 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 HVH2: No FLIS353 R2 II 08-01444A.0df Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62S14 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 FL1S353 R2 AE 512068A.0df span: 83" Created by Independent Third Party: Yes 153S3.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLIS353 R2 11 08-01454A.Ddf Approved for use outside HVH2: 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 S12078A.0df span: 104-1/4". Created by Independent Third Party: Yes Contact Lis :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The state of Florida is an AA/EEO employer. Cownoht 2007-2013 State of Florida.:: PrNaev 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 publit•recoros 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 small 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 root wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.s., please click here . Product Approval Accepts: Q go 47r M Credit Card Safe http://vvv,-Ar.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgtH85 72gvd WIS... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS 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) UN17S 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 EOUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH - WI + W2 2 REV I DESCNIPDDN DATE APP D A I REVISED INSTALLATION DETAILS 06/10/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4• TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT WITH 2 1/2• MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES CONFIGURATIONS AND DP CHART MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES mAWN: DYrC MD. V.L. 08-01439 SME NTS I EAR 01/11/12 I smw1 OF 3 SIGNED: 0611112015 VGENSh 9`p 0 6 •• * = p E SS ONA 11E00` 107 3/B" COMBINED WIDTH WI -I[- W2 - B3'1 1 FRAME HEIGHT WINDOW WINDOW MULLION SPA"' L 1 L-/ 107 3/8' COMBINED WIDTH W1 -I[- W2 BY LW 1FRAME HEIGHT WINDOW MULLION SPAN) J 1 1 107 3/B" COMBINED WIDTH F_ W1 -II W2 83" 1 1 WINDOW 1 FRAME HEIGHT WINDO WINDO MULLION I SPAN) II W1 - IF'- W2 - 107 3/8' COMBINED WIDTH I Design pressure ratio PsI Mullion span ( In) Tributary 0 width ( in) J6.DO 1200 18.00 51.13 25.00 0 13D 0 13D.0 130.0 13D 0 37.36 0 127 2 127.0 127.0 127.0 49.63 j71052.2 3 77. 9 738 72.1 72.0 62.00 2 39.7 35.9 33.4 32.3 65.63 7 33.0 29.6 27.4 26.3 72.00 7 244 218 199 190 84.00 3 15.0 13.2 11.9 11.3 LARGE AND SMALL MISSILE IMPACT. LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/ 8' COMBINED WIDTH Wl W2 - B FRAME ' WINDOW WINDOW HEIGHT MULLION SPAN) I FW_ 107 3/ 8' COMBINED WIDTH t w2 BY 1 1 WINDOW H FRAMEHEIGHT fWINDOMULLIONSPA 1 ll W1 R-- W2 107 3/ 8' COMBINED WIDTH REW40NS I REV I DESCRPWN I an: I •vmwtD I I AIREVISEDINSTALLATIONDETAILS06/10/15 I R L 107 3/ B" COMBINED WIDTH F_ W1 -I[- W2 1 1 WINDOW F HEIGHT j WINDOW MULLION SPIN' 1 1 1 APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107"*AS SHOWN HEREIN. i Design pressure rating (Psq witn rebar o Lion Mullion span ( In) Tributary 10. 13 25.60 width (In) 36.00 42.00 48.00 52.13 25.00 130.0 130.0 130.0 130.0 1300 130.0 37.38 130.0. 130.0 127.21 127.0 127.0 127.0 49.63 120.7 94.3 77.9 738 72.1 7ZO 02.00 92.4 70.0 53.3 481 44.8 43.4 65.63 80.0 5&6 44.2 397 36.7 35.3 7200. 60 3 43.9 32.8 29.2 267 25.5 04.00 37.7 27.3 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. WI L W2 107 3/ 8' COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DR&W VAC ND. Rtv V.L. 1 08-01439 A E 01/ 11/12 1SNEs2 OF 3 SIGNED: 0611112015 2 1/2" MIN r EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4- MIN. EMBEDMENT 1/4- TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP r---- 1 i 1 10 WOOD SCREW 1 3/8' MIN. EMBEDMENT WOOD FRAMING/ 1/2- MIN. 2X BUCKLEDGEBYOTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 10. 3- 3.261' 1 1 375" 1` 3.250' 4.000' R[y DESCRMON DATE APPRwcD A I REVISED INSTALLATION DETAILS 06/10/15 R.L. 3.750' 1.000' 0.375' 0.422' 2.032- 2.875' 0.84 3' SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063• T5.125• THICK 2X 00.210' MT000022 CLIP 16GA (.0637 GALVANIZED STEEL 3.750- 2 189' — 1.0F 0.375- i-- 2.140 --I I I 1— t.125' 0.843' J 2X 00.210- 1.562" SECT5764 MULLION I ALUMINUM 6005•T5.125' THICK I I 0 688- I— SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063• T5.125• THICK 1.531 " nI SIGNED: 0611112015 l MI WINDOWS AND DOORS 1111111111j1 RF- 185-2 REBAR 16 GA (.062) GALVANIZED STEEL 650 WEST MARKET STREET GRATZ• PA 17030-0370 S R• L04j i v •*\G E NSA 9d+;. 5764 VERTICAL MULLION 83" MULLION SPAN TO` INSTALLATION DETAILS AND COMPONENTS A0 MAW DND NO. REV 5 FS:[ORIO*;\' L. 08 50011439 A iONA11Easo•r[ NTS 01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 ui} 1Professional • FAR".' t r SCIS Home I Lop In I User Registration i Hot Topics I submit surcharge I scats & facts t Publications I FSC stair I SCIS site Map I Links I Search I dbdap III :: Product Approval USER: PuDllt User r Product Approval Menu > Product or Application Search > Application List > Application Oefall FL Jt FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived O 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@jameshardle.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 2 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. G Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COl 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 1 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Date Revised 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 It ER RIO-2S56-IS Panel metal-wood.odf FL13223 R3 it ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 If Install Cemoanel Sidino.odf Design Pressure: N/A FL13223 R3 ti NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 1S-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 IS-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 If ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrina.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install HardiePanel Sidino.odf Design Pressure: N/A FL13223 R3 tl 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 13223.3 Prevail Panel Siding fiber-cement'panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-IS Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 II Install Prevail Panel Sidina.odf Design Pressure: N/A FL13223 R3 11 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-2556-1S Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-1S Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 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 :: Accesslblllry Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. -Pursuant to Section 455.275(1). Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Appproovaa l Accepts: M® 1_ dlratl http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credt: Card Safe http://w,ww, floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgvRJc6bsvZ66FC... 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 1B, 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: 24121--) RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 c HUNTINGTON BEACH, CA 92649 9;; ST E 714-292-2602 %<'sT.?o A 714-847-4595 FAX '°''"will"Ep RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO.2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshard'ie.com EVALUATION SUBJECT HardiePanelS Siding James Hardie Product Trade Names covered In this evaluation: HardlePana* Siding. Cempanel® Siding, PrevailTm Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assemby of Hardieft (Cempanel. Prevail Panel) siding tastened to wood or metal framing with naffs or screws. REFERENCE REPORTS: 1. Intertek Repon 3067913 (ASTM C1186) Material properties HardisPanel Siding 2. Ramtech Laboratories Repon.IC-1270-94 (ASTM E330) Transverse Load TesL 5116' Thick by 48 inch wide HardlePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nag 3. Ramterh Laboratories Report 101271.94 (ASTM E330) Transverse Load Test, 5116' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 Inches onverf er with a 6d common galvanized nag 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test. 506' Thick by 48 Inch wide HardlePanel Siding installed an 2X4 Group III SG=0.36 wood studs spaced at 16 inches on carder with a 4d, 0.091 inch shank by 0225 inch head diameter by 1.5 inch long ring shank nag 5. Ramtech Laboratories, Report IC-1054.89 (ASTM E330) Transverse Load Test. 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in. log 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 inr3nes on center with a No 8 X 1 fn. long X 0.323 In head diameter ribbed bugle head screw 7. Ramiech Laboratories, Report 11149-9811554d (ASTM E330) Transverse Load Test, 1/4' Thick by 48 Inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 Inches on carder with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report 1C-1273-94 (ASTM E72) Racking Shear Test. 5116' Thick by 48 inch wide HardlePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 Inches on center with a 6d common galvanized nal S. Ramtech Laboratories Report ICA274-94 (ASTM E72) Racking Shear Task, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 24 Inches on center with a 6d common galvanized nag 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 inches an Carter 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.HardkePanel Siding installed on 2X4 Hem -Fir wood studs speed at 16 and 24 Inches on carder with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech laboratories Report 11284-9911580 (ASTM E72) Racking Shear Test. 5116' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced a(16 and 24 inches on carder with a ET&F 0.100 in. knurled shank X 1.5 in. big X 025 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jamesharcliecom TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I.OGAWA.ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-647-4595 FAX PROJECT: RIO.2556.15 Fastener Spacing m.l Frame Ultimate Allowable Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in. Frame T in.) Supports Supports Fastener T PSf PSF IC 1270 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 8 6d common 149 49.7 IG1270 94 Ramtech 03125 48 2X4 wood Nam fir 16 4 4 6d common 236 76.7 101271.94 Ramtech 03125 48 2X4 wood Hent-Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Horn -Fir 24 4 4 6d common 143 47.7 10868 97/1475 Ramtech 0.3125 48 2X4 wood. SG 2 0.36 16 4 8 4d, 0.091 in. shank X 0.225 In 3b.0 HD X 1.5 in. shank nab Min. No. 20 gauge X 3.625 fn. X Mkt No 8 X 1 in. kxg X 0.323 lo IC-1054-89 Ramtech 0.25 48 16 6 6 head diameter Abbed bugle 169.9 56.6 1.375 in metal stud head screw Mn. No 8 X 1 in. long x 0.323 in IC-1055.89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 In. X 24 6 6 head diameter ribbed bugle A19 30.6 1.375 in metal stud heed screw ETBF 0.100 in. knurled shank X 11149.98/1 SS4d' Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 In. X 24 4 8 1.5 long X In. head 170 56.7 1.375 in metal stud diameter pinn fastener ETBF 0.100 In. knurled shank X 11149.9811554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X 0.25 sL head 101 33.7 1.375 in metal stud diameter pin fastener 1. Allowable LoaO is Itte Ultimate Load divided by a Factor OI W18ty OI 3. 2 HardlePanel Siding complies with ASTM C 1186. Standard Specification for Grade ll„ Type A Non-esbesfos Fiber -Cement Flat Sheets. Table tb, Shear Values Allowable Loads In Pounds Per Uneal Foot for Panel Shear Walls''' fastener Sparing fin l Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' ReportNumber Test in.) n. Frame T on. S Supports Fastener T 0 IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC- 1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 161274- 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 4d, 0.091 in. shank X 0.225 in. 10868- 97/1475 Ramtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 HD X 1.5 tm long shank nail 595.4 1985 Mtn No 8 X 1 in. long X 0.323 in IC- 1057-89 Ramtech 0.25 48 Min. No. 20 gauge X 3 625 in. X 16 8 24 8 6 head diameter ribbed bugle 990.0 123.8 1. 375 in metal stud head screw ET8F 0.100 tn_ knurled shank X 11284- 9911580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in X 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 1. 375"in metal stud diameter pin fastener ETBF 0.100 in. knurled shank X 11254- 99/1580 Ramtecit 0.3125 48 Min. No. 20 gauge X 3.625 n. X 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 1 375 in metal stud diameter p n fastener 1. AD 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-to4ength 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 118 inch net deflection. A Q; G RZIFlCq'9 2412 .. p STAtE FRED RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847.4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse bad capacity (wind bad capacity) Is determined via compliance testing to transverse load national teat standards. Via the transverse load lesting an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design bed is based on factor at safety of 3, allowable design bads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable SVm.Design (ASD), the tested ati abe design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5.1& Figure 26.5.1B. and Figure 26.5.1C. For this analysis, to calculate the pressures in Tables 3. 4. and 5, the bad combination will be in accordance with ASCE 7-10 Section 2A combining nominal loads using allowable stress design. bad combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure. Equation 1, q.-0.00256•K,•Km'K.•V1 (ref. ASCE 7-16 equation 30.3.1) q.. velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Kn . topographic factor Ka . wind directionality factor V , basic wind speed (3-second gust MPH) as determined hom [2012 IBC, 2014 FBC) Figures 1609A, B. or C: ASCE 7.10 Figures 26.5.1& B; or C Equation 2, V=V,. (Mt. 2012 IBC 8 2014 F8C Section 16021 dorrllions)- Vr , ultimate design wind speeds (3-second gust MPH) determined from 1201218C. 2014 FBC) Figures 1609A, B, or C: ASCE 7.10 Figures 26.5.1A, B, or C Equation 3, p=q,•(GC,-GCP) (ref. ASCE 7-10 equation 30.6-1) GCS , product of external pressure coefficient and gust -effect factor GCP , product of internal pressure coefficient and gust -effect (actor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q+ Into Equation 3. Equation 4. p=0.00256'K='Kn•Ke'V "(GCo-GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1. load combination 7 Equation 5, 0 6D + 0.6W (ref. ASCE 7.10 section 24.1, load uambb uftn 7) 0 , dead bad W , wind load To determine the Allowable Stress Design Pressure, apply the bad factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0.61p) Equation 7, p.,r - 0.6'10.00256•K; V.-K,-V,.r-(GC,-GCyn Equation 7 is used to populate Table 3, 4, and S. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6. solve Equation 7 for V,. Equation 8, V,. = (pm/0.6.0.00256•Ki 1(a'Ka•(GCp-GCO))es Apli ieable to methods spedfied in Exceptions 1 through 3 of 12012IBC, 2014 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding In Table Q apply the conversion formula below, Equation 9, V. = Vim - (0.6)u (rat. 2012 IBC 8 2014 FBC Section 1609.3.1) V... Nominal design wind speed (3-second gust mph) (mt. 201218C 8 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used in Determining V and p, K wall zone 5 Height (it) Exp B Exp C Exp 0 GC GC 0.15 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 076 1.04 1.22 1 1 0.85 1.4 0.18 45 0.785 1.065 1 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1 A I 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 1.43 h>60 I 1 0.85 1.8 0.18 OGgw,, Q ;G p,S 1F7 Cgl; 9 24121--) STtiTE(OF C c+• tea G`. RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-647.4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 into@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C8C) Pressures (PSF) to be Resisted at Various Wind Speeds -'Wind Exposure Category e, Wirt S 3-secondgust) 100 105 110 115 120 130 140 150 160 170 160 190 1 200 210 Height (it) B B B B 8 B 8 B 8 B B B B B 0.15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 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 14.4 15.9 17.5 19.1 20.6 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 W.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 69.1 45 162 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 71.4 50 16.7 16.4 20.2 At 24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 100 3 . 33.8 3 . 43.3 50.2 4.0 62.9 4 1 4 11 Table 4, Allowable Stress Design - Component and Cladding (C8C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height it C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 44.7 56.8 63.3 70.1 77.3 20 18.6 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 21.4 23.5 25.6 27.9 32-8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 342 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 60.2 675 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24 2 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 1 -81.2 1 -89.9 992 55 22.9 252 27.7 30 3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 1 -827 91.6 101.0 60 100 32.6 35.9 39.4 43.1 489 55.0 63.6 73.3 83.4 94.1 105.5 117.8 1303 143.6 Table 5, Allowable Stress Design - Component and Cladding (C8C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 0, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) D D 0 D D D D D D D D D 0 0 0-15 21.2 23.4 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 80.4 89.1 982 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 634 92.4 101.9 30 23.9 26A 29.0 31.6 34.5 40.4 46.9 53.8 61.3 692 77.5 86.4 917 105.5 35 24.5 27.1 29.7 325 35.3 41.5 48.1 55.2 628 70.9 79.5 488.6 98.2 108.3 40 252 27.7 1 -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 1 -31.1 34.0 37.0 43.4 50.3 57.8 65.7 4C2 83.2 S2.7 102.7 50 25.2 28.9 31.7 34.6 37.7 4.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 A163.010037.0 40.8 44. 48.9 53.2 62.5 72.5 63.2 94.6 106.8 119.8 133A 147.9 Tables 3, 4, and 5 are based on ASCE 7.10 and consistent Nnth the 2012 IBC, 2012 IRC and the 2014 Florida Building Code Q GtipTIFlcq- 24121-1 ho 9: STA E FS TRE6 E \'\``" 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 oQ)ameshardie.com 10 Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Ana/yBeal Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)e `,N 00A T07218C. 2014 FBC 2012 /8C, 2014 FBC c 2412 STATE FAWcablei1r'• I zCic+'"/•' R oCF1tioQ:-, rf ;li ``````• Cocf6elomo.uoad In Table 6 calculations for V, Allowable, Ultimate Design Wind. Speed. gust mph) AllpwaDl6, Nominal Design Wind. Speed.( 3-seotlnd 3-seoond gust mph) b methodsApplicabl sped6edin1201218C. ection 609.;'; :s648Cd0' Sernsned 1201218C• 2014 FBC) Figures 1609A. S. or C. W to mathods spedfied b° , through 3 of 12012 t8C. 2014 FSCI Section 1600.1.1. Wind exposure categoryWind exposure cote Stang K. Product Product Thickness i1n l,ea) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height'' feet) 8 C 0 8 C D Allowable Demon Load PSF) Exp 8 Exp C Ew D r•Co GC. HardiePanelS 5/16 48 ad common 6 2X4 wood Hem -Fir 16 0.15 186 168 153 144 130 118 49.7 0.7 0.65 103 hSW85 1.4 0.18 20 166 164 149 144 127 116 49.7 0.7 0.9 108 65 1.4 0.18 25 lee 160 147 144 124 114 49.7 0.7 0.94 1.12 a5 1.4 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 5 1.4 0.18 35 182 154 142 141 120 110 49.7 0.79 1.01 1.19 65 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 22 95 1.4 0.18 45 175 150 139 136 117 108 49.7 0.786 1.065 1245 85jK,,.. 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 127 85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 129 a5 1.4 O.1e 60 168 446 136 130 113 105 0.7 0.85 1.13 1.31 95 14 0.18 100 139 124 116 108 96 90 49.7 0.99 126 1.43 h>60.85 1.8 0.16 HardiePanel® 5116 48 com mn1 4 2X4 wood Hem -Fir 16 0.15 233 212 192 181 164 149 78.7 0.7 065 1.03 hs60AS 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 106 65 1.4 0.19 25 233 201 185 181 156 143 78.7 0.7 1O.W 7.12 95 1.4 416 30 233 197 181 18i 153 140 78.7 0.7 0.99 1.16 85 4 0.16 35 229 194 179 177 151 139 11.7 0.73 1At 1.19 65 1.4 O.te 40 224 192 177 174 148 137 78.7 0.76 1.04 122 85 1.4 0.19 45 220 189 175 171 147 136 76.7 0.785 1.065 1245 t 10.85. 1.4 0.1e 50 4 187 173 3 145 134 46.7 0.61 11. 09E1.43 1 0.95 1 a 0.18 55 214 185 172 166 144 133 76.7 0.83 1.11 1 0.85 1.4 0.18 60 212 184 171 164 142 132 79.7 OAS 1.13 1 0.95 1.4 0.18 100 175 155 146 136 120 113 78.7 0.99 1.26n>60 1 025 1.8 0.18 HardiePanstO 5116 46 common ad 6 2X4 wood Hem -Fa 24 0.15 147 134 121 114 103 94 31.3 0.7 0.85hs60 1 0.85 14 0.18 20 6.7 130 119 32659 101 92 31.3 0.7 0.01 OAS 1.4 0.18 25 7 127 116 5 9a 90 31.3 0.7 0.94 1 0.85 1.4 0.1e 30 147 124 114 114 96 89 313 0.7 OM 1.16 1 1065 1 d 0.,a 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0. 65r1.4 0.16 40 141 121 112 109 94 86 31.3 0.76 1.04 122 1 0.65 0.1e 45 139 119 110 108 92 86 31.3 0.785 1.065 1241 1 0.1 0.18 50 137 lie 109 106 91 85 31.3 0.81 1.09 727 1 OAS 0.1e 55 135 117 108 105 91 84 31.3 OA3 1.11 t29 1 0.65 0.16 60 134 116 108 103 90 83 313 o.e5 Ti3 131 t 0.85 0.18 100 111 98 92 86 76 71 31.3 0.99 126 1.43 Iv60 1 0.85 0.18 HardiePanel® 5/16 48 common 4 2X4 wood Hem -Fir 24 0.15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 hs60 1 0.85 0.16 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 OAS 1.4 0.16 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 US 1.4 0.18 30 182 154 141 141 119 109 471 0.7 0.98 1.16 1 085 1.4 018 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 T22 7 0.65 1.4 0.18 45 172 147 136 133 114 106 477 0.785 1.065 1245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.85 1.4 0.18 55 167 144 134 129 112 104 47.7 0.93 1.11 1.29 1 OAS 14 018 F. 165 143 133 128 ill 103 47.7 0.85 1.13 131 1 0.85 1.4 0.le 100 137 121 114 106 94 88 47.7 0.29 126 1.43 h*60 1 085 16 0.10 HardiePanett 5/16 4d.0.091 in. shank X 0.225 In. HD X 1.5 in long ring shank nab 4 edge 8 field 2X4 wood SG20.36 16 0.15 144 131 119 112 101 92 30.0 0.7 085 1.03 h560 1 0.85 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.65 1.4 0.18, 25 144 124 114 112 96 Be 30.0 0.7 0.94 1.12 1 0.85 1.4 0.18 30 144 122 112 112 94 87 30D 0.7 0.98 1.16 1 1 4 0.18 35 141 120 111 109 93 86 30A 0.73 101 1.19 1 1.4 018 40 138 Its 109 107 92 85 30.0 0.76 1.04 122 1 1.4 0.18 45 136 117 108 105 91 134 30.0 OY85 1.065 1245 1 do.es 1 4 0.18 50 134 116 107 104 89 83 30.0 0.81 1.09 127 1 1.4 0.18 55 132 114 106 103 89 82 30D 0.83 1.11 1.29 1 1.4 0.18 60 131 113 105 101 88 82 30.0 0.05 1.13 1.31 1 1.4 0100108969084747030.0 099 126 RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 0443 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 Product Product Thickness inches) Width chinches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) BuildingN ae HeighO feet) B C D 8 C D DDesign, toed PSF) ExP a Em C ErrP D K. tki GCr CCr 0-15 198 180 163 153 139 126 56.6 07 0.85 1.03 h560 1 0.85 1.4 0.18 HardiePanal$ 114 48 Min. No 8 1 in. long X 0323 in tread diameter ribbed1.375 bugle head screw' 6 Min. No. 20 gauge X 3.625 in. X In metal Stud 16 20 198 175 159 153 135 123 a 0.7 0.9 1.08 1 0.85 14 0.18 25 198 171 157 153 132 121 566 02 0 94 1.12 1 0.95 1.4 0.1e 30 198 167 154 153 130 119 1 •566 0.7 1 0.98 1 1.16 t 0.85 1.4 0.18 35 194 165 152 150 128 118 A 0.73 tAt 1.19 t 0.85 1.4 OAS 40 190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1.4 o.te 45 187 161 146 145 124 115 66.6 0.795 1.065 1245 1 0.85 1.4 0.18 50 164 159 147 143 123 114 56.6 0.81 1.09 127 1 0.85.4.4 0.18 55 182 157 146 141 122 113 56A 0.83 1.11 120 1 OAS 1.4 0.16 60 180 156 145 139 121 112 566 0.85 1.13 1.31 1 0.85 1.4 0.16 100 149 132 124 115 102 96 56A 0.99 126 1.43 hs60 t 10.85 1.6 0.18 0.15 146 132 120 113 102 93 30.6 07 0.85 ha60 t OAS 1.4 0.18 HardiePaneM 114 48 Min. No 8 t in, long X 0.323 in diameter ribbed bugle head screw' 6 Min. No. 20 gauge X 3.625 in. X 1375in mew scud 24 20 146 128 117 113 99 91 30.6 0.7 0.2 1 0.85 IA 0.18 25 146 126 115 113 97 89 30A 0,7 024 1 OAS tA F18 30 146 123 113 113 85 88 30b 0.7 098 1 0.85 1.4 0.18 35 143 121 112 110 94 88 306 0.73 1.01 d1.27 t 0.85 t.4 0.18 40 140 119 110 108 93 85 30A 0.78 1.04 1 Fed, 1.4 018 45 137 lie 109 106 91 85 30A 0.785 1.065 1 0.65 1.4 018 50 135 117 108 105 90 84 30.8 061 1.09 1 0.85 1.4 0.18 55 134 116 107 104 90 83 306 0.83 1.11 1 OAS 14 0.18 6012115 106 102 89 82 306 OAS 1.13 1 OAS 1.4 0.18 100 109 97 91 85 75 70 306 0.99 126 1.43 h-60 1 0.85 1.6 0.18 HardiePanel® 5/16 48 ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 head head diameter Pin fasten? 4 edge 8 field Min. No. 20 gauge X 3.625 in. X 1375 in metal stud 16 0.15 198 180 163 153 139 127 sa.7 0.7 085 103 h960 1 0.85 14 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 IA 0.18 25 198 171 157 153 132 121 56.7 OJ 0.94 1.12 1 OAS 74 o5s 30 198 167 154 153 130 119 56.7 0.7 098 1.18 1 OAS 1.4 0.18 35 194 165 152 150 128 118 66.7 0.73 1.01 1.19 1 IOAS 1.4 016 40 190 163 150 147 126 116 56.7 076 1 04 122 1 065 1.4 0.18 45 187 161 149 145 124 115 56.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 184 159 147 143 123 114 58.7 0.81 t.09 1.27 1 OAS 1.4 0.181 55 182 157 146 141 122 113 56.7 0.83 1.at 129 1 0.85 1.4 0.18 60 180 156 145 139 121 112 S67 0.65 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.7 0.99 126 1.43 h>60 t OAS 1.8 oae HardiePanelt 5116 48 ETAF 0.100 in. knurled shankX• 1.5 in. long m• X head heed diameter pin faslenet 4 edge 8 field Min. No. 20 gauge X 3.625 in. X 1375 in metal stud 24147 0-15 153 139 126 118 107 98 33.7 0.7 0.95 1.03 hs60 1 0.85 1.4 0.16 20 153 135 123 118 104 95 33.7 0.7 0.0 1.09 1 0.85 1.4 0.18 153 132 121 11e 102 94 33.7 0.7 0.94 1.12 t 0.85 14 0.18 153 129 119 118 100 92 33.7 0.7 0.98 t.16 1 0.85 tA O1B 150 127 117 118 99 91 33.7 073 1At 1.19 1 OAS 1.4 018 125 116 114 97 90 33.7 0.76 1.04 122 1 0.85 1.4 018M60144124115112968933.7 0.785 1.065 1245 1 OAS 1.4 Ole 142 122 113 110 95 88 33.7 0.81 1.09 1.27 1 OAS 14 0.18 140 121 113 1119 94 87 23.7 0.83 1.tt t2D 1 OAS 1.4 0.18 139 120 112 107 93 87 33.7 0.85 1.13 t 31 1 0.95 1.4 0.18 100 115 102 95 89 79 74 33.7 0.99 1 126 1 1.43 11-60 1 t 1 OAS 1 1.8 10.18 1. Screws shall penetrate the metal framing at least three tint threads. 2. Knurled shank pins shell penetrate the metal framing at least 114 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. Vutt - the ultimate design wind speed (3-second gust mph) as determined by 120121BC, 2014 FBC) Figures 1609A, 16098, or 1609C; ASCE 7-10 Figures 26.5.1A, 26.5.18, or 26.5-1C. 5. Vasd - the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBC) Section 1609.1.1. 6. The wind speeds in 12012 IBC, 2014 FBC) Figures 16DK 16098 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 [201218C. 2014 FBC) Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. S. Wind speed design assumptions per Analytical Method in ASCE.7-10 Chapter 30 CGC Part 1 and Part 3: =1. K4=0.85, GCo=-1.4 (hs60), GCo 1.8 (h>60), GCp=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2576-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE9 BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS 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 2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE IS, ANALYSIS OF ALLOWABLE LOAD FOR" SCREW AT 10' O.C. , 2 " JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 ` _ DESIGN WINO LOAD PROCEDURES 3- TABLE 2, COEFFICIENTS AND.CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS, DESIGN CSC PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE A. ALLOWABLE WIND SPEED (MPH)'FOA HARDIEPANEL SIDING - 5.6• 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 SY: - RONALD 1. OGAVJA& ASSOCIATES. INC. 16935 ALGONOUIN STREET OUT HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX pGAW p' -STATE SSlDwmtE 0 ROKA D 1. OGAYAASSOCIAM, INC. 1691S ALGONQUIN STREET S443 HUNTINGTON 9EACK CAM9 IT) 714-292.=(F) 714.647-45M PROJECT: RIO-257815 EVALUATION SUBJECT llardisPanelS SId)ng Jams Nardb Product Tnds kunes ooeand In Uds waludiert NaremPands, Seim. CemPanuO Siurq, Room- Path Stdiq EVALUATION SCOPE: ASCE 7.10 2014 Florida BuLlirm Code 20112 OrornMinal bdldirp Cade 2Ot2 bl amifficnal RaStdateb 1 Coda EVALUATION PURPOSE: This analysis is to 4dWrAM tW madmUm d"O n 7.4e000 yet abd Speed to be mabOW by an marml Ir of Karam ICm papal Prevail Panel) aidwo gatterMd to *am Longs an ~wood or M" ft in0wtinab erwmr& REFERENCE REPORTS: 1. bdartak Report 1020243011COO.Mk Inrw w bad ma an MsmisPe na. TEST RESULTS: Tatar Ia. Rsaaba of trumve w Load Taping Frtmu Faatmw Morm" Allowable Tap TWO laef Spacing Spadq fastener Typo, L"d 0-4ft Load Re% ert MfaftOw L YAM (In. fro" T ' fN.) M 1 am Genandeo PSF) PSF) Faked Mom 1112QIA363CCO0401A Wensk 03125 sa 2X4 wood abc' Y4' Old, Dy3X 16 6 ft. 6 X 12be S q X0.2:5 MO t&!.7 53.6 p O tle%nr3h /haGura wta SPF furring MOW tasgis head aoaws 110=4362000401A trbata 03125 as • 20 wood sand. 39' If" toy 3.5- 16 a No. a x 12T laq x 0.12r No 131A SA VA aaw0h w"SPF haivnebeddqrMadscan024311=00401A Ircema 03125 as 2X4 wood 90A. 9M' Vlk% by 3S 10 12 No. a x 125- "1 x 032r NO to6.1 JS.a 0 ttuouyn wis SPF OmingribbedMo* head aeren 102024202000.001 A I1-41-44 03in 46 2Ke wood mud, ve' vim °y 0.5' 16 6 I 0.0Watnamf X 0215' MD a 1 S 147.E G2 pfA tmmp ItaCu e wide SPF hatinglongm0Sher* "a 1t12 430S000-MA intau I O3t25 ab 2X4 wooe tata. 31 Oft by 3S 24 I a a X 12V' Iaq X 01= MD I 7 27.6 ptta nrofrm rtmuce wide SPF fur" ftbed bugle head wawa y ...... r................-.........a ..... mow.. 2.Aw"aw bad is dammi nee bran Lft nale food covifts ty a factor of Way of S NambePanel SAilq oempW % ft ASTM C1106, SfandW SpeWka7im for Gtada ft 1)3m A No r 0sbaSMS ifOer.CeaneA Ffaf Shoots. Table 10. Analysis of Allowable Load for St Suaw st 10' O:G Be SpewSosom Fattener fn a 1 12 1 10 Fame (bn 16 16 16 Fasurnw.T Serf 0e9 1.52 1.11 Alw:de toad 43 a tS a U.0 Irwosttat tastarw bad ( b. 32.9 a72 al.1 the taste ner red tot ere screw St Ill'O.C, was Cala6lbd as the avenge of One tea mSYTX to r ad 1T O.C. The &%walla bad for to screw a the spe3q of 10' O.C. boo fuftl0 can be faRalaoed by kohWtatiq ft results at atom fastener p e' as 12' O.C Go= both teat Rad awns Wise nee I of tulanar pia ffrcough berm ma panat.As gown in eta t". ft allowable bad Wall Sewn kWjill d st 1(rO.C. eo wed funirq b 22A Paf. Jwtdkzdo n of UsM9 0n Resulb on UgM Gauge Steel Fran fog In the alalja7 mrdaunfliona, of esstmnaa were snamm lobifm9 aNy. so vdweW ow kmft Is atadhad Wooed or Gee aamiq floes rter 826= pamw Cats%w" bad Cepe7y'. Ifs aN ptdjad algfna s fafpor tsbM y b anus ask Wntq a2mcwere am har%tlg memaaem b hem suitsmm iow STATE' F ' c t S 0lV Al- 't 1 2 ROHALD L OGAVAASSOCIATES. INC. 16US ALGONOUAN STREET &%"3 HVkTLNGTON BEACH. CA6264o 1) 71&222.2602;(F)714.847.4585 PROJECT: RIO.2576.15 DESIGN WIND LOAD PROCEDURES: Finar4w,w t waft Innrwww bad =&aYi twl.'m bad cepadV) b dslsrmktod vo onmp4n u tasatp to aattava.•sa load nttenal MC 6andads. VL ma VaMAna AU trim an soca2We aayn boo Is aatarMOM band an a baler V $W ft at 2 =bee to Vw Janata test loa0, Equation 1. y0.00250 lK.%"-p (t ASCE I-10 f2 a:bn ZL3.1) 0, vabdly romm at nsi2b z K . valodt promos egawpv ammuem s raLWed at nro u z K, . bpowaperefacm EmoBon 2, r.. wkid amdbnalyd factor V. raslC wind Wed (Ssaoorb oue MPH) - -Urn road from 20t2 IBC FOM IMA. B, ar C: ASCE 7.10 Ppteos 26.S1ti B, orC VaV, W. 2012 MC Soation Mli debnin;m) V.. ndlitnata ward snoods (S•seeon0 O tt MPH) aetsrakb kom 2012 (BC Fpwu 160BA. B. art C. ASCE 7-to Fronaes 2B.S1A. B, dr G Egmd" 3, P,a'rGC.•GCJ W. ASCE 7.10 sooa:me 70.61) GC.. Pnrouct Of CdOM t Prasaea 0001WOM ace 91404040 taaor Gr. taoouct of Moamar Pralsnea doaTZard and p1O•f7w factor P . 0alp Prue" (PSF) for slaho lsaona04 aaW had for s;e To dommite dsfrtn des tea. atat2vAa a, eve Equation 3, Equation 4, oao.omsB'K'K.•K'.' (cc. «.1 ACenwola Saes Oeston. AS= 7.10 SeeCon 2.4.1. load ccmbW&ion 7 Equation 6, o.i,D • 0sw (r•7• ASCE 7-10 sactlon 21.1. bad carnoina92n n D . dad ad . w . wkE bad To COW" * as Aaowaab Sagas I7rropn P'"&0% aapfy 01a bee hClar for W (w4ne) ado Eo+auorl s e0 P tLeston pot—) astendnae aan egsaaerl 4 Equation a. P a O.BTp1 Eguatlen?. P—'0.61a•ao258'K'K.'K'V.~IGC.•G[.)1 Coue. en 7 is used to PWAlle raYs 3, 4 and I To dessmlkw Ow of *2M tartafea ask wW snood for Hat" Sdvq M 7aa4 B. so/e Egmbm 7 far V. Equation a. V. •(p 0Aro.9025t1"Ka'Kw'K.'IGC•GCiti" Apatics tie metnods 1, *cd4d M EAzv.W a 1 V*v;0 7 of 2012 /BC Section 1609.1.1. to de:ernim fiM szewaab nominal desbo wind apaed Nssd) farNsr:f4 &W* h Taafr 0, awy vw oatuersbn /&mLdb aefoa; Equation a, V., a V.. (DAr (ref. 2012I8C Section 1MLI) V—. " w" desion wind speed (I—cond oust Rvh) M::0:2IB: Section 16a.1) fii' rnf 06A 11 _ 4 STATE 4 ''•• F OR10P•• ` ON RONALO (. OGAMASSOC1ATES. INC. ISMS ALGONOLPH STREET 11443 HUNTINGTON BEACK CA 02640 T) 714.202-26(22; (F) 714447AS25 PROJECT: RIO.2578.15 Table 2. CoNI'lclerals aM Constan3s waso In Oateardi 1p V and p. aE t•I Ti 0®L mma7 MODERN 0mmm®simm IMMUNE! sma® 0oKlim mmm t EIZE Oti=3®mKmm slit7 mousm ommm 0ownml IIm E12Mmoz- agol 0mmm®mmm m' '.Z_11 111132MIN O<ZFm®<EFs LMEND Mlmu!3m 0E tAm WL7-im in= 1110"m MRILL>• worm Table 3. Allowable Sbua,Oolpo - CoffWar wt and Claddnp (uC) Pa wags MSF) to to Restated at Witten Mnd Spada - Wind Espmrns Category 11. NKLMMILL=MHLM=Ulm=EiMM[L-M 7MOIL-= mu-3 ImainOnIF: im ELL!•E I E®ELIE b7 J•!t'_3<t Ra MIL%= ULM MUM Eil>• Ot Ml EIS Ell EDILM M=RM MW 1 M IMM1£•S E4T7lm aQmIMMUM Mw rm Em IMMELINNiz' 71111115,rLm notmm=mm memo nomEm• am amain=Wa2mmmE McKim ElZlE lEz UAW am QE E} pia Egg EII EiEJ• ELF Ei E F.)• m EJ=E S1 i.>• Ei!XJs FGi E EbE71i31 41• EZ I:;E maim ElmE:•>7E:AIIIIIIIIEzgmE1k]IMEWe71ALLIMIEWA, a maim mom2mE2m1•311v Y MUM malt: 7rl•ETlf:f EiRJ E j E nomm smamm IMIM=L1011 E3T EaasmE Ei wE'T7ME!3LVMME'•?aE2L-mnotmmBELM2>DnotamEul= EmmitIkumm i)a320 Tat" 4. Asowabls sbass 0ealpn - Campomm and Clad@rtp (CAC) Prpsass (PSF) to be Roskkd st Varloos WIM Sp"" - Met Espoaurs Category C. MEEL-11 MMMI'JM MOEUMMEEILSt&MMID-EMOLIL)> EF'7 MILS'r•1•MELLa MMUIMMOORk Mtb' IMMJf!MEMMMEHEMELIME22M=SaiME9ES23M=MtE!kM SWUM EIL1 MUAM E l E E E9 a!ts-ta.r E a!$7 s r Ei)F Ei?F l 1•E9ET!»>E Tb!®E l Z. E]71 Es E d• b>•E.F E..t`. c}s: till- l't3d' E'+>ta E ERA ETI>• E Ci3)• E: IE 1t 7 Q E[ Eam®EMME EM1111E]mEII1111 mamm man mmcmm Es141•EiL E3E EiTE ETatE'. E'I i0 17E:->•E l)11)l c s E saEiE E'IE Z E Ir:g.E I:i•sa E3 Ei-L Table d, Allowable Soots Oeslpn - Calm and CledduV (CtC) Pressums (PSF) to be Rolatea at Vadoss VAM Spurs - VMW Essmure Category 0. si--rr s+-.--rmIQ7 s a EFs 1 7 stL•E 7 n•>• E> Et-]Z E=11 EIl[ ELx• ELF EIb E> asiT•> EEME ME-AM McKim E;17 min 11111091m main Wylmmmm aEa ZJ l1)1 EiI E'.••7r>•Ellr>•Eg ESi®Ei E t'7r NE&M bra= mEalmomiamE.sa Efl-m ma2m Eammmm mmam EaM EIhm Ea7 ImmmoczEMMILLMM E37 E9m mtatmltA'mEms===Ammmm aE E:a E}gt tll•a't:t E7d ESd7 1: E?L'3 E'w rrx7l t 1•E33-EIJF l}J•E 1+1[7•da b Tables 3. 4• and S bsssd on ASCE 7.10 snd ovalst nl wAM tree 2012 IBC, 2012 IRC 4 1 I : CC pcFs FLOFt S10 N PA\- 11///111111 Rl. OCAVAASOCNTES. Ol- PUZI Kutze 8t1C.DM0 0R=U: T8. Dec. 16615 /Lcor.-%W 7-REET tws f.seasac: x? 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SIX •a wM/A•1ti A , UWTATOHS OF USE: 11 to NO, 1la1o00' taa00lw Emus QMM leabt law"aea Cadmr, FWm, W.Mj• sat H O am W REPORT NUMBER: 102024363CO"01A 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 111114, R cGA 2 TA Report of HardiePanel® tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior -windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference PRODUCT EVALUATED: HardiePanel@ EVALUATION PROPERTY: Transverse Load Testing This report is for the exduslve use of lntertek's Client and is provided pursuant to the agreement be.*ween Intertak and is Cj&,:t. Intertek's responslblllty and liability are limited to the terms and condkions of :ne agreement. Interrek assumes no l:abll4y to any party, orner than to the Client in aecomance with the agreement, for any loss, expense or damaoe occasioned by the use of this report Only Me Client is authorized to copy or distribute this report and then only in its entlre:y. Any use of the /nterzek name or one of Its marls for the sale or advertisement of the tested material, product or service must first be approved in wri:ing by Intertek The Observations and test results b this report are relevant only to the sample tested. This report by Itself noes no: Imply the: the material, product, or service is or has ever been under an lnzerelt o rufi.a ion progam. James Hardie Bulld'crg Products, Inc. Report No. 102024383COO-001A 1 Table of Contents April 30, 2015 Page 2 at 7 1 Table Of Contents.............................................................................................................. 2 • 2 Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection........................................................................................................ 3 3.2. Sample And Assembly Description .................. _......................................................... 3 4 Testing And Evaluation Methods........................................................................._............. 3 4.1. Conditioning........................................................................................................_ 3 4.2. Transverse Load............................................................. _.......................................... 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations .............................................. _.................................... 5 6 Conclusion......................................................................................................................... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page lot$ of rQGAWq "' 1 ' 9 FLOFt • _ sslom 11ii•f11,01 Or Intertek Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. e Hardie Pane1'1w'VerticalSidin JamesHardie 9 EFFECTIVE SEPTEMBER 2013 M INSTALLATION REQUIREMENT S RESIDENTIAL SINGLE W41Y ONLY - PRIFAED & COLORPLUS° PRODUCTS Vsrt myvii.lameshardie.com for the most recent version. SMOOTH - CEDARMILL® - SELECT SIERRA 8 - STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ10T4 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Rostbor txdfirlg station so that wind will Novi dust avray from user 1. Cut Dory using score and snap, or shears (manual, electric or pneumatic). and ceders m vwA g aria 2. Position arNmg smtion In well -ventilated area 2. Use are of the hiEoving meUrods a Best I. Soon and 17Hp 0. Shears (mortal, electric or pneumaki NEVER use a paned saw indoors b. Bette I. Drat redtcbrg cfrra9ar saw r wldu a NEVER use a circular saw blade (hat does rot tarty the imde&are saw: Made tradarark FiardwBlade• saw blade and HcPA raaaim ttxaadion NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: I. Dust mducklg circular sasr vft a HardeBb de saw Me ally use for bw o modeafa anrlrgt bnpat Ant Note; For mID imam poremon (Imuest respirable dust•produdioN. James Harcue reoommards always usng Best•-L-m Wig nolhods; where teasibte. NM -approved n'splrmors can be tail to oonAn*n wM above cutting practices to tourer redum dust aposuaess Additional opasure information is avaWe a(wwv: jamegau e.Com to help you determine the nW appropriate WON method for your job raqulrements. C om m 0 aft dw ova" levels oryou do not campy with the abue pradti %you should alaays annsrit a qualled i duWlal rygienist or Contact James Hardie for hither information. moo m GENERAL REQUIREMENTS: These instruction to be used for residential single family installations only. For Commercial / Multi-FarMy installation requirerents go to www.JamesHardieCammertial.com Hard&aneP vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in training and sheathing can minor through the finished application. James Hardie recommends instating HardiePanel on a capillary break (rainsaeenRun(ng) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.eom 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 sidingg in Fascia or Trim apolicabons. Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oil/alkyd base paint; or powder coating on James Hardie"' Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found In the Technical Bulletin 8 "Expansion Characteristics' at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from comers. Do not nail into comers. caulked (Not applicable to ColorPlus- Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 HardiePanel vertical siding must be joined on stud. w,tat-motive barrier watt r•.oal,live barrier Double stud may be required to maintain minimum edge / .1 a stud s"° oaml Vma nailing distances. ( ( stud upper panel . — upper" Figure 1 stud '' ' I Dona v4' What 1/4•gap wet r barrier ve I f r JrCauO c Caulk bbarrier t , sheathing HardiePanel Batten Joint "H" Joint ''Z tiastung t T—,6b1Mn0dbt1!_1d Z-"irk' C. o vertical aiding water-rasladve bamer / z x 4 studkeepmans I I . wer horn panel 1 O t7 permit edges p p o Figure 4 leave apP P• gap t»ween Recommendation: when r= _. O Pamela. dterr eaulK Ingtalling Sara 6, provide moderate contact Caulk Joint a double stud at panel gvot applicable to OolorPlue Art" ioinls to avid ra0mg keep fasteners 2' Apply aulk In accordance with caulk through g'ooves• away from corners i rmxntfiacmre,'s written applicaaon Instructions. For additional information on HardieWrap'14 Weather Barrier, consult James Hardie at 1-866-4Hardie or wvnv.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James HaNra• MMucis contain faitfa* systaillne AM, which is lt.•p vn m Me Slats at cafifomie to aloe wl= and is Co. alaered W WItC and IfM to be a Cause at cancer mum some ouxyaaUVW sourrxs. Breathmil ercessrve amounts of resmratae slice dust can also cause a 0abi ng and amdally iatai key disease c2aed snboss. ani tas Dean kleW wldr calerd:eases. soma sw.es %West sntolarnp mayrvGease these rusks. Oaring inSmaatim or handing: (1) nark In outdoor arcs YAM cm* vemilatlon: (2) use fiber cement timers for oat4•ng or. tvrtere nd teaslble. ruee a HardleSWe sr+v Made and dust-tortuong moutar saw attached to a HEPA vwwm; 3) warn others in ire Ir ;ine6ate sea; (4) wear a properly-Idte7. MOSH•approieti dust mash, or respirator (e.g. W" in accordance with aaplic ote govamnwmt reout2tions and manufacturer Instructions to tallier Dinh resDa-a le sd!U mtxisunn, Ouring urn -up, use WPA mums a wat deanrt) meftils - near dry swea0. For turner Wormelidn, refer ID our installatrm iostruchrim anc Maninal Salary Data Sheet edible at vwAv.0mashtanie.com or by calling 1-800-11KARM (I.8W942.7343). FAUIRE TO ADHERE TO OUR %1W M IGS. MSOS. AND INSTALLATION (ISM rION{S MAY LEAD TO SEPoOSIS PERSONAL IUJRY OR DEATIL WAM H51236 - P1/3 1/13 CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1 " 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and coirnterflashing clearance between requirements for clearance between James Hardie* and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths. Figure 7 minimum 1'- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. Figure 5 stud Figure 6 66" m\ r°uiaation Maintain a minimum 1 " gap between gutter end caps and siding & trim. Figure 9 sing gutter and end cap Do not bridge floors with HardiePanel'siding. Horizontal joints should aMreys be created between floors ¢ig.10). Water- itReslaliva Barrier Framing Figure 10 Tomzor'"IL _ r Flooring sheathing fascia HardieParela BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 )4' 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 exhlbh 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 if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace naiq. NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, fill &add Wait AL 0 Figure A Figure 8 do not under drive nails oo NorSTAPLE the roofing and the bottom edge of the Do not caulk gap. siding and trim. Refer to fig. 3 on Figure 8 page 1. V-Tmin. KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a root intersects a 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, ICtckout 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 -1 10a to maximize water deflection Figure 11 P. i a.e+mwN.n. j 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 selling the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2/3 8113 y >o, CAULKING For best results use an Bastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealarrt must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Ouad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. I DO NOT use stain, olValkyd 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 unpdmed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet For application rates refer to paint manufacturers spec fications: 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@ ColorPluse products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new 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 ColorPlusm 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 Reprinting is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oiValkyd 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 RECOCNM014- In a=dance wbh 10C-ES Evaluation Report ESR-1844, Ha iePane* verticel siding is racogntW as a stdtaNe alternate to mat specified In: the 2006.2009. & 2012 Internab-4l Residential Cod: for One -and Two -Family O<relgngs and at 2006, 2009. G 2012 IntemaliorW Building Code. HartfvPandl vertical siding Is also recognized for application in me totlmvmg: city of Lm Angeles Reseamh Report No. 24862, State of Florida listing FL4889, Dade County, Fonda NOA No. 02-0729.02. U.S. Dept. of M1D Materials Release 1263c, Texan D3partnism of Insurance Produn EvaUation EC-23, city at New York MEA 223.93-M, and California OSA PA-019. These doaanents should aso be owstdted lac additional information concerning the suraWlity of this product kx speck c applications. 2013 James Hardie Budding Products. WI rights reserved. r TM, SM, and OD denote trademarks or registered trademarks of Additional Installation Information, James HardieTecmology Limited 0 Is a registered Warranties, and Warnings are available at JameSHardle trademark of James Hardie Technology Limited. www.jameshardie.com - MO Ha"1236 - P3/3 6/13 MIAMI•DADE NIIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONONIIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE AD511NISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/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'NIOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/2412013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large'and Small Missile Impact Resistant LABELING: A permanent label with the mantifacturer's name or logo, Plant City, Florida, and -the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 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 expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirely. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA. # 13-0311.07 and consists of this page l and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.C. NOA No. 15-6122.04 Expiration Date: May 1, 201-7 Approval Date: April 9, 2615. 03 /hrO/A 1 S I 0 ... James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" L. 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 -tip drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Inteitek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under ATOA # 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 51h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 4O3/3o1 15 Carlos M._ Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 ft 1 WALL I.' DEf-91L,A WALL LENGTH Stud Spacing at 16" O.C. B4 1 1 1 B F-= I ! r Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 1 HardiePanel, Cempanel, Prevail Panel Siding Water -resistive barrier per r5W=thick Florida Building Code Section 14042 ply APA rated athing fastened in accordance with Florida Building Code Section 2322.3 Z" 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 5/8"!nick / 5 ply APA rated plywood sheathing in IN aocoadanoe with Florida Bunking Code Section 23223 Water -resistive barrier per Florida Building Code Secion 1404.2 2' X 4- S-P-F Wood Studs IiardiePanel, SECTION M Cempanel, Prevail Panel Siding PRODUCT DESCIAPTION HardiePaneND, Cempanel®, B Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. t MEL_DIMENSIONS Width Length Thickness 4' 8,9,11Y 5/16" DESIGtJPRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over 5/8" thick / 5 Ply APA rated plywood sheathing 14r4RDIEPAN I_CEMPANEL, PR.EVQIL_ NEL SIDING 1NSTALL1 T10N DETgfW installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANone 11 51W thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223• APA rated plywood sheathing supporterThesidingpanelsshagbeinstalledoverSITthick / 5 ply by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 21 The siding panel fastener shall be a 2' long. 0.223" head diameter, 0.M' shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 6W thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from comers. Fax 909-427-0634 Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 No VAC rro I al_v PNL-PLKSOFFAI , 1/27 =1-.W I Date: 41242013 IsHEEr 1 OF 12 Fastener Spacino per Florida Building Code Section 2322.3 RtlI17 KZ 1Ev . e as wbb oe•F1a,>b admiia coo mwww No 6w AM&N t Oomw MODLIC[HEV{SFD Fastener Spacing per Florida Building Code Section 2322.3 I I. FRA,biIING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322-3 CIADDIN- A THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing ri# i' o = N I FCOR FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Sm Avenue Fontana, CA 92337 Phone: 909.356-6300 s¢e FscwNo MG No REV Fax 909-427-0634 A PNL-PLKSOFF T1 Creator. E. Gonzales scut_ 1" = T-0" Date: 4rz4/2013 IsHiET 2 OF 12 W WALL LENGTH Stud Spacing at 16" O.C. B<- I _ I _I B OETJ L f1 rbc•IF7mids OGA e tw p1wide STATE 0 I Nails at 6" O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanelO Siding Water -resistive barrier per l Florida Building Code Section r5W/8!1' 1404.2 k / 5 pry APA rated 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 151V thick 15 ply APA rated plywood sheathing fastened k , to metal studs as described in Note 1 S,ECTJ.O_t-y.Q=D MDUCT_DESCRIPTOJ j HardiePanel®, Cempanel®, & Ptevail® Panel Sing materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements o the Florida Building Code. PANEL DIMENSIONS water- esistive Width Length Thickness barrier per Florida 8,9,10' 5/15' BuOding Code Section 14042 DESIGN E&QSSURE RATING Installation Design Pressure 20ga, 3-5/8" X 1v/8" Metal Studs -104 psf Metal C Stud HardiePanel, Impact Resistant— Panel installed over 518" thick / 5 ply Cempanel, APA rated plywood sheathingPrevailPanel Siding HAIZOIE J LEIsCEMPANEL, PREVAIL PANELSIDING INSTj LLATION DEf/11LS 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" thidk / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"00 at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/,V tong bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-518" X 1.5/8" Metal C-studs spaced a maximum of 16 O. C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long' ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating .metal framing), the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs: the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 C SCALE' 12" = T-W DM 140 R PNL-PLKSOFF IIEV Date: 424/2013 SHEET 3 OF 12 1 6.00in. f.- I I II I I II I 6.00in. MODLICT 8EVISM as 00twyarg wi&the Ebb& L"114 F,xpinati-, gY" il )0 do P+odW 0011a II I'I II I• I 6.00in. I II• I II I• I I I p.•CiD L1Cli gEVLTFD e fe Ftetii M'qwa Nb f5 /Z=2 Die o . rted e I1 I.I II I•I II I F_R.AMING NOMINAL STUDS FASTENEDENED WITH 5/8' WAF R HEAD SCREWS (2PER r OP 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 AHEATHI IG NOMINAL5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0. 8-18, 0.315" HEAD DIAMETER X 1-1W LONG BUGLE HEAD SCREW CLADDING THEPANELIS FASTENED WITH NO. 8-18, 0.315' HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I Framing I II ICI Sheathing I I . II I I• I I.I OGA 0. 121 I I o•= STATE OF I' I '• i FLOS P- •'l FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 y FSOM NO DM No Phone: 909.356-6300 PNL-PLK-SOFF Fax 909-427-0634 A Creator. E. Gonzales SCALE 1" = 1'-0" Date. 424/2013 SHEET 4 OF 12 I Stud Spacing at 16" O.C. T! as WALL LENGTH 2!=. l IF l Mieaiul ad 1?,odu C00"I 3/4"Minimum Edge Distance Nails at 16" O.C. SEE DETAIL A LonpM! I ODUCT DES HardiePlank®, Cemplank®, & Prevails Plank lap Siding materials 5/8" thick /5 ply APA are nonasbestos fiber -cement products tested in accordance withratedplywoodASTMC1186GradeIt, Type A and sheathing in accordance meeting the requirements of thewithFloridaBuildingCode. Florida Building Code Section 2322.3 PANELPIM NSLONS water -restive Width Length Thickness barrier per Florida s9-1/2' 12' 5116" Binding Code Section 1404.2 DESIGNPRESSURE RA71NG 2" X 4" S-P-F Installation Design Pressure Wood SUads Wood Studs -92 psf Lap Siding Impact Resistant — Planks installed over 5/8" thidk / 5 ply 1-v4" tail X 5/16" APA rated plywood sheathing thick starter strip QFTAJIA Sheathing fastener, as HA$DI P_LANIC CEMPLANIC,PRE_VA(L`LA S(D_INGJNSTA4-A_O_ DtTAILSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sdescribedinNote1installationrecommendations, and the applicable sections of the Florida Building Code. HardePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by ani' Wood studs whereEngineerorArchitect per the Florida Building Code and the requirements of this N.OAbeattachedtothestudsin accordance j Note 1j 5/8" thick / 5 ply APA rated plywood sheathing shall Siding fastener, as described in Note 2 with Florida Builde Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide areaofeachplankis58-19Z vertically. z v w I be per° off, \ HardiePlank, laps at the top of the plank such that the exposure Note The Siding fastener shall be a 2-1/Z long. 0.223" head diameter, 0.092" shank diameter, s8-1/4" O.C. vertically and lsheathing nfast ears eMsSCemplank, Prevail . corrosion -resistant sidingnail; The siding is fastened into studs through 518" thick / 5 ply APA rated plywood r Lap Siding fasteners are driven wood are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank C1 / Vertical joints shall be placed over studs. d sheathin su rted by a The planks shall be installed over 5/8" thick / 5 ply APA rated plywoo g ppo Water - resistive barrier minimum of Z%4" S-P-F wood studs spaced a maximum of 16" O.C. per Florida Building Fasteners shall have a minimum edge distance of Mr. Code Section 1404.2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/ 8" thick I5 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened in accordance with Florida James Hardie Building Products, Ina Building Code Section 10901 Elm Avenue 2322. 3 Fontana, CA 92337 2" X 4" S-P-F Wood Studs Phone: 909-356-6300 s IZE FS(:M NO OwG NO RF PNL- PLK-SOFF 1 The wall and soffit frames are to be designed Fax 909427-0634 A by the Architect or Engineer of Record in Creator. E. Gonzales SCALE 1/2" ti 1'-0" Date: 4/242013 SHEET 5 OF 12 compliance with the Florida Building Code. Fastener Spacing per Florida Building Code Section 2322.3 16 in. OC Cladding 0.75in ' as wM0ymgwilh*&FkCwa 9m7 Cow j III Fastener Spacing per Florida Building Code Section 2322.3 ERAMINC 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_LADDIt G PLANKS.OVERLAP 1-1W THE EXPOSURE IS s6-1/4" 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 Framing Sheathing PROD= REVISED . ! • ' • s•n&a Caft I No. 121 ar ?_ STATE OF 4 6" RID S ZONAL_ r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND rLOAD 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. 10901 Elm Avenue Fontana, CA 92337 I FSCM NO DWO NO RE A T- PNL-PLKSOFF 1 Creator. E. Gonzales ISCALE 1" = 1'-0" 1 Date: 4/242013 ISHM 6 OF 12 Stud Spacing at 16'O.C. ps i i WALL HEIGHT i Q L ----------- 3/4" Minimum Edge Distance DETAIL pRabucr on/cam hroia e flarids lby he i Nails at 16" O.C. (typ.) SEE PRODUCT DISC IPT_O_Pi DETAIL A HardiePlanki$1, Cemplank®, and 5/8" thick / 5 pry APA Prevail® Plank Lap Siding materialsarenonasbestosfiber -cement r rated plywood products tested in accordance withfastened to metal studs as ASTM C1186 Grade II, Type A and I described in Note 1 meeting the requirements of the Florida Building Code. 1.- 1- ,;, VUateriesistive barrier per Florida pLgNK DIMENSIONS r _ F Building Code Width Length Thickness 21 Section 14042 5 9-1/2" 12' 5/161• i 20ga, 3-SW X 1-5/8" DESIGN PRESSUgE RATINGTATF `` Metal 0-stud Installation Design Pressure HardiePlank. Metal Studs -92 psfr' ss/ • • \ t 8ECTI00NAL mplank, Prevail Lap Siding Impact Resistant - B-B Planks installed over 5/8" thick / 5 ply thick starter strip APA rated plywood sheathing HARDIEPL ANK.QEMPLANKPREVAIL L.6e SIDING INSTALLAT19N DEJAI S Atl installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Budding Code. described in Note 1 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 Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding fastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4' long bugle head screw described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is:5 8-114" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' long" bugle head screw over metal studs ("or screw shall have at least 3 full threads penetrating metal framing); The siding is HardiePlank, fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 5/8" Cemplank, thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Th Ia k shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimumWater -resistive e p n s barrier per Florida 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8 . Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8" X 1-5/8' Metal Cstud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. HARDIEPLANK, CEMPLANK,, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, f _ 10901 Elm Avenue Fontana, CA 92337 Phone: 909 356-0300 s. `"" "o °'AO NO Fax 909-427-0634 A PNL-PLK OFF Creator. E. Gonzales SCAua 1'-0" Date: 4/24I2013 s+r 7 OF 12 6.00in. 16 in. OC 6.00in. I I i •I I° 0.75n T -._.............. ------- •--......_—.-- ----- I-) OMPOM N* i J ii• T Hy P 58.25in. FRgM11JG NOMINAL 20 GAUGE 3-58" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH SW 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 SFIEATHJNG NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4' THE EXPOSURE IS 5 8-1/4" THE PLANKS ARE FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Cladding Framing j / i Sheathing 0. 121 o I ATE OF cusONA t3 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 Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF Creator. E. Gonzales Isut.e 1" =1'-0" I Date:4124/2013 8 OF 12 WALL IEIGH WALL LENGTH Stud Spacing at IS O.C. B.- I 1 1 3/8" Minimum SEE Pf30AUC-T_DE—SL0- PTLON DETAIL A HardieSoffitm & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11. Type A 1 and meeting the requirements of the Florida Building Code. SOFFLT DIMENSION$ 2• X a• S-P-F Width Length Thickness Wood Studs 4' 8! 1/4" pJ;3_IGN PIZ SSUL2E_RATING HardieSofrit, Installation Design Pressure Cemsoffit Wood Studs -70 psf AECJJQN.&_B. a ODUCT REVLs1D Nails at4" O.C. (typ.)rapumRIEVISM a --*ice >thdwDistancemaeoybgwidkftt7a" Supdmg Code tiit 8'm0 GF Aarxpte ee rro f 3 By Proaoa Ceeaoil offif 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. 0 '. QGAw,. 0 No. 4 21• STATE OF HARDIF,S_O_EF_I7—CF(NS_O.FFLT pALJ,I ICLSTj4l LA]'J_O_N DETA(LS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsofft 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 FSGM NO I OWG NO PNL-PLJC-SOFF Creator. E. Gonzales IsCGLE 12'= 11.0" ( Date:4242013 9OF12 REV a.uum. ti.uum• Cladding Framing' 4.00in. OGAIN s ffi DMP4*wi&&eIsw eoaop+y6g w>ab e IFt+aeida Aaegr b Acoe e+ NO ' L 1 i No. 121 t+.wR+c sw ate' s>.ee PazC..A Z. STATE OF FCO RXOP • 0``` .. MA NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-12" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) ' NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2• LONG, 0.223" HEAD a HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTIONSRESISTANTSIDINGNAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc. 1D901 Elm Avenue o Fontana, CA 92337. Phone: 909-356-6300 SITE FSCM NO 0"fS NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCAM 1" = V-0" Date: 424/2013 s;r 10 OF 12 ALL LENGTI Stud Spacing at 16" O.C. WALL i ' ! 9EIG i i• I 3/8" Minimum DETA- L_A Distance SEE DETAIL A 2093, 3-5/8" X 1-58" etal C.stud HardieSoifit, Cerrsotrit Li SECTIQNP-P Rte-r tDEVLSED P}ZODU_ C_C_DESCRIPi(O_N HardieSoffr* & CemsoMtO materials are nonasbestostber- cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SO_ F_ F_I_T_DJMl,RSlLQ I_S. Width Length Thickness 4, 8, % 1' DESIGN PRESSURE RATLG Installation Design Pressure Metal Studs - 55f o' • OGAL, POD is comoyimv with duo fjorids wno Cods 7E of = 1 I .. Sdc Ilhodeet Caeboi ' ' orFcS' ;ORID N ,` By iARDIES_O_ FF.LT&EMSOFF_IT gNELINS AL LA_T_IOtyDETAIW 's/NAL ENrrrr'ritt All installation shall be done in conformance with this Notice of AcceptariM,,,owh{linufacturer's installation recommendations, and the applicable sections of the Florida Building Code. I fastener, as Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or ribed in Note 1 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 1-5/8" Metal C-studs spaced a maximum of 16" O.C. HardieSoffit, Cemsoffit a [Note 1] The soffit fastener shall be a minimum No. 8-18, 0.316' head diameter X 1-1/4' long' ribbed bugle head screw ('or screw shall have at least 3 full threads penettating 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/&' and a minimum clearance of 2" from cornets. a HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION Nails at 6" O.C. (typ.) i i 20ga, 35/8" X 1-51T Metal C-stud LThe wall and soffit,Tames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. as cuvift m wdieIFbAftCreator. E. Gonzales. No_ 121 James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO REV PNL-PLKSOFF 1 1R" = 1-4r I Date: 4/24/2013 1 SHEET 11 OF 12 . 6.00in. r p ' wai IsbeREVISED AOMPMW oAi pRpp r D WD s, / tfeFtorids f+4t .: f%o i ararrd SY wf l p p*o uCaeuol Cladding f2?-, N w uSIUT4RA{!r F A_MING NOMINAL 20 GAUGE 3-5/8" X 1-5/V' 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 AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CIJsDD1NG HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER 1-1/4' LONG CORROSION RESISTANT RIBBED (9BUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS G' O.C. AT PANEL EDGES AND INTERMEDIATE o Fontana, CA 92337 STUDS Phone: 909-356-6300 SIZE FSCM NO OY0 No Fax 909-427-0634 A PNL-PLK-SOFF Creator. E- Gonzales SCE 1" =1'-0• Date: 4124/2013 slim 12 OF 12 1 Florida Building Code Online Page 1 of 2 tProfessional1 - r rcr-gym SCIS Mome I Lop In I User Registration ; Hot Topic I Submit Surcharge I suits 6 Facts Pumications I Fee Starr I acts site Map I Links I search I J10 IOfida P r d Product Approval i USER, Public User Product AToroval Menu > ProduR or AooliUtion Search > Aoobcat lin Lac > Application Oetall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence 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 P F ro st@ a l u m i n u m co i l s i n c. co m Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Zachary R. Priest PE-74021 PRI Construction Materials Technologies, LLC 06/19/2020 Locke Bowden J Validation Checklist - Hardcopy Received FL12194 RS COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 LVA 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 FL N Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 RS II ALC1S001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.adfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Created by Independent Third Party: Yes Contact us : 2601 Blair Stone Reed. Tallahassee FL 32399 Phone: 11S0.4117-1824 The state of Florida IS an AA/EEO employer Coovrioht 2007.2013 State of Florida.:: Privaev Statement :: AccesslbliiN Statement :: Refund Statement Under Florida law, small addresses are public records. It you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any Questions, please contact 850.487.1395. Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, 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 Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4S5, F.S., please dick DEL. Product Approval Accepts: LRY00-1 W Credit Card . Safe http://www.floridabui lding. orglprlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES ia& 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 Paoe 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels 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 50 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. W11111ttti,11 P... R. pR No 74021 r STATE OF • I/ is;O N A e0!0 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-incho.c. Fastener Fastener Location Lotion b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Loc lion 11 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 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 d. 16° Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Location Location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang wilh F-Channel 16J4 Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved S stems 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 fps() Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- inch head dia. trim nail 340.0 24-inch o.c. • O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wed crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head diatrip nail spaced 48- 48 64. 2 spaced24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch Iona T nail W crown staple spaced B-inch o.c. 0.072-inch dia. x min. 1/44nch 48 16- inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 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. 0 CREEK ALUMINUM COILS, INC SoHlts TECHNICAL SERVICES, LLC Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. 98 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. z min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 164nch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width 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-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- 353.312-inch spaced max. 84nch 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 pattern Wood 1-inch leg staple spaced max. 4-inch o.c. and securing each finishing nail with min. 3/16- 353.3 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 0072 inch diax min 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/ 164nch head dia. trim nail i25. 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 not 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 psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.754nch x Max. 1Three (3) 18 ga.1/4-inch crown x - 1-inch leg staple spaced 4-inch 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood o.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.0724nch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 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 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 ps() Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 1-inch rafter wraftith 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 ringinchOne (1) min. 1.75-inch i o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 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 Woodoo 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 BO/ 24F-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 rina shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 5 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 F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 14nch 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 min. min. each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern inin x 7d ringring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16 inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.754nch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.0724nch diameter finishing nail with min. 3/164nch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 psi) 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 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 164nch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 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 W 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 24J-1 12-inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 360 inch x 7n ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8 inch o.c. 3/16-Inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each battenlrafter 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 gaA/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 z 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. 63.3 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. ALC15001.2 FL12194-R5 Page 8 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 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• Load 41a. nail with min. IW engagement (for w.x+9 aul/aw ano) or min. 0.097* dia. T-nall or stub roll with min. 5191 engagement(for concrete or block aubutraLe), nl,ared an noted nbnve . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 7"F' 12F-1 & 12F-3 CHANNEL Hood, Concrete or 61 x:k Hat l 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 n, SOFFIT STAPLE OPEN RAFTER % 3/a• x 1/a• ' DIAMOND PATTERN IDETAILErCROWNSTAPLES USING A DIAMOND TKO1J ran [s i PATTERN FACIA BOARD l FASCIA CAP 12F-2 3/4' x 1/4' CROWNj7RIMNAILFACIA BOARD B' 1 STAPLE ON CENTER 1-3/4• TRIM NAIL P• F" CHANNEL CAN BE PAINTED S.S. 4B• FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4• x 1/4• DOWN CROWN STAPLE SOFFIT— max•. 22-inch span WOOD S SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 12J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN u c I J—CHANNEL 1-3/4- TRIM NAIL Screwed to soffit PAID S.S. 48' with One NB x 1/21 x 3/8- head O.C. diameter screw, 15- O.C. SOFFIT —max. 12-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B i KTVM ` SOFFIT STAPLE DIAMOND PATTERN I 'DETAIL FACIA BOARD air lcfWMI sf a.cs I ASCIA CAP 3/4' X 1 /4- CROWN 1-3/4' TRIM NAILSTAPLE '8' ON CENTER PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J' TRIM NA0. FASCIA BOARD PAINTED S.S. FASCIA CAP SOfFIi 1-4- CROWN STAPLE OPEN RAFTER FASCIA BOARD N GS S/6' I•Xf1 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER 10 SOFFIT t FASCIA At f' INANIIEI SOFFM; MAX. T6' 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. 1!6" engagement(for wow3 substrate) or' min. 0.097" dia. 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 CHANNEL Wo id, Concrete or Block Wall STAPLE SOFFIT TOzASCIABOARD #T50r3/8"X 3/8" STAPLE 16" O.C. AFASCIALIP1/4" PAINTED 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 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 3nKNIM `, SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4• II i DIAMOND PATTERN D ETAI LCROWNSTAPLES1 USING A DW 10 srMUS i PATTERN FACIA BOARD Ii FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD a- 1-3/4- TRIM NAIL STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. F- CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4- DOWN CROWN STAPLE SOFFIT —max. 16-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DErAIL 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 Apoendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PADITEU S.S. FASCIA CAP SOFFli T.q' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"vj' CROWN STAPLES SOFFIT &FASCIA USING A DIAMOND PATTERN: REFER TO DETAIL 16F-2 $ SOFFITSTAPLE 16F-6 DIAMOND PATTERN DETAIL CAP; REFER 70 SOFFITTO SOFFIT i FASCIA F' CHANNEL DETAIL J 3/tT' SOFFIT: MAX. 16• ISPAN MOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER WV Kr.MM ` SOFFIT STAPLE GIST DIAMOND DETAILEM PATTERN FACIA BOARD 1 K„M1 STOIC[& / I 3/4' X 1/4' CROWN STAPLE '24' jS.S. ON CENTER USING A ORMOND PATTERN FASCIA CAP 16J-1 3/4" X 1/4' CROWN STAPLE "8' ON CENTER 1FACIA1— CHANNEL BOARD 1-3/4- TRIM NAILPAINTEDS.S. 48' FASCIA CAP O.C. 3/4- X 1/4' CROWN STAPLE SOFFIT —max. 16-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, of other product attributes that are not specifically addressed herein. 0 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TRIM NAB FASCIA BOARD PANTED S.S. 1-4, (ROM" - STAPLES FASCIA (AP USING A DIAMOND SOFTn PATTERN: REFER 10 rat' CROWN STAPLE SOFFIT STAPLE DIAMOND PA11[AN DRAB 1 t' TRO1 NAB FASCIA BOARDPAINTEDS.S. SOFFIT & FASCIA 24F-1 & DETAIL 24F4 rmf' IRON, STAPLE FASCIA (APj REFER 10 AIL t FASCIA/ \ DETAIL NSYP Batten AnthoreO to SOFFIT; MAX. 24' F-[ NANN[l Rollersfters vithlfA one Id R" Shank Nail at very Rafts MOOD SUBSTRAI[ \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001. 2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 I' TRIM NAa FASCIA BOARD PANTED S.S. f-I' SMOOTH SHANK FASCIA [AP ROOF RAILS SOFfIT 1-4* CROWN STAPLE 1 I- TRIM NAIL. FASCIA BOARDPANTEDS.S SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 1.4- CROWN STAPLE FASCIA [AP: REFER 10 SOFFIT A FASCIA OElA0. NaNnal I'12' SYP Batten Anchored to SOFFIT; MAX. 2a' F-CHANNEL Rafters v4D ant 7d Ring Sham Nag a) every Rafter W000 SUBS1ILAtE 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 1 t' TRIM NAR. FASCIA BOARD PAOITLO S.S. 1&GA 11' T-NA&S ASCIA CAP SOFfIi 1'Q' CROWN STAPLE 1 t' TRIM NA0. FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 1'at' CROWN S1APlE FASCIA CAPt REFER 10 SOFFR t FASCIA OETA0. Nooimal 1'22' SYP Batten Anchored to SOFFITi MAX. 24' F-CNANNEL Rafters with one 1d Ring Shank Nan at every Rafter MASONRY ALC15OO1.2 FL12194-R5 Page 11 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 1I• TRRI NAIL FASCIA BOARD PAINTED S.S. 1'et' CROWN FASCIA CAP STAPLES USI46 A DIAMOND SOFFTI- jPATTERN; REFER TO [ANfIIfVEREO 1-4- EROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN Df 1 A0. FASCIA BOARD 1 f• tam NAIL A SOFFIT &FASCIA PAINTED S.S. DETAIL 24J-1 & raj' CROWN STAPLE 24.1.2 N FASCIA CAP; REFER TO SOFFIT 1 FASCIA DETAIL / Nondnol 1• A r syP bottom 8• \ scabbed between raven and SOFFIT; MAX. 2E• CMANN[L secuted w h one (1) 7d ring Shane non =IDAI4* ted thraugh the rafter Into the end , WOOD SUBSTRATE of the batten or two 12) Td / ring stunk none tmnakd on \ / enhor side of the bonern at the - battenrufter Interaectbn \ / 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. Vup 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 Roo/ 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 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 Design Winn Pressures foi Soffits in Ex osure B- Building Type Zone Mean'- Roo Hei htf ft Basic Wind Speed m •li '-- _ - 120: 130 140 150. 160, 170 •' ". 180 . 190 200- - 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 41A 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 Enclosed 4 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 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 1 14.7 1 17.0 1 19.5 1 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.2 FL12194-115 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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. OCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Deli n Wihd Pressures for Soffits in.Ex osure C Building Type Zone' Mean.: Roof Hei ht ft Basic Wind-S eed nn h -:. 120 130 140 150 160 170 180. 190: -' 200 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 1 -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 75.5 Negative 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 1 -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 Positive Loads) 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 1 19.7 22.9 26.3 1 29.9 33.7 37.8 1 42.1 1 46,7 60 17.4 1 20.5 23.7 27.2 1 31.0 35.0 39.2 1 43.7 1 48.4 ALC15001.2 FL12194-115 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean HeRototfff Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 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 1 -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 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 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive 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 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 26.7 30.6 1 34.8 39.3 1 44.1 1 49.1 54.4 60 20.2 1 23.7 27.5 31.6 1 35.9 40.5 1 45.4 1 50.6 56.1 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. CREEK TECHNICAL SERVICES, LLC 3/8" F•Channel 3/8" —L 3/8" J-Channel 3/4" —f-) 1/8" HEM T -T 3/4' 3/8' ISOMETRIC VIEW 3/0' PROFILE ISOPTIR1E VEW 3/C- PROME ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for Stale 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" 7/6" 1/6" HEM E 1/4" T 6"FASCIA 7" 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. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 02rr,r 0125` TYP 18' BLANK: 3 / B. PROFILE t 11r11N DIDDOD D D D 0 D 0 0 0 0 D D D D D 0 0 0 0 DDDD 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. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8" 7/8" 31/8" S/16" 1/2" 1/2" 1/2" 1/2" 1/2" r 3/8" 13.75" BLANK 3/8" PROFILE 0 2s n1l 012rn0 ALUMINUM COILS, INC Soffits Appendix D 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 Ra Professional Regulation ` SCiS Home I Lop In I user Registration I Hot Topics I submit surcharge I slats 6 Facts Publications I FaC sort I eas site Hap I links I search eUSER: Product Approval Public Userdb Pmauf: Aooroval Menu > ProAuri or Aool2atron Search > AaollcaHon List > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By n IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 31i4 708) 496-2800 Ezt 200 rm etz001 @ta m pa bay. rr. com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rm etz 001 @ to m pa ba y. rr. co m Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden G Validation Checklist - Hardcopy Received Standard ASTM 03161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option A 06/28/2015 06/30/2015 07/06/2015 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 Approved for use outside HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf Impact Resistant: N/A Design Pressure: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odf Other: 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.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-1S- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C GAG FM Letter - ASTM E 108 letter 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 .Hip and Ridge Cap Shinale Installation I nstructlons. odf FL7006 R9 If 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: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter.- 5 3 15 odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO.133-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 R9 11 Roofino-Prod ucts-Leading-Edae-Plus- Aoolication-ENW.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www.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 119 C CAC FM Letter - ASTM d3161 letter - 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 12/20/2020 Installation Instructions FL7006 R9 II 1KO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Badt Nert Contact th :: 2601 Blur Stone Road, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA1EE0 employer. Cooyhoht 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 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 850.487.139S. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effeCtive October 1, 2012, licensees licensed under Chapter 4SS, F.S must provide the Department with an email address If they have one. The mulls provided may be used for oMclal communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which Can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please cl ck curt• Product Approval Accepts: 0®®© Cfedii Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 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 manufacture'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: &47--/ Z Signed: r ^ Brad Grzybo ski Duc T. u en Managing Director Florida R-e4ft ere(rProfessional Engineer P.E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133-02-01 PRI Consncbon Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel. 813.621.5M Fax: 813.621.5840 e-mail: materialstes6ng@picmt.com WebSite: htlp:/Mvww.picmt.wm IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES 1-1? 1-10 1 i SEALING STRIP — 611C trr metre' 1 r-• I t-' r= NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PM Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel• 813.621.SM Fax• 813-621.5840 e-mail: matenalstesting@pdcmtoom WebSite: http./Avww pncmt.com IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 3l NAILING • STEEP SLOPES APPLICATION Use six nails as shown NAIL LINE PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel 813-621.5777 Fax: 813-621.5840 e-mail- matenalstesbng@pncrnt oom WebSite. http./Mwwpm;mLcom IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. TAM Wr PPo Conso u tion Materials Technologies, LLC. 6412 Badger Onve Tampa, FL 33610 Tel. 813.621-5M Fax. 813-621.5840 e-mail: matenalstesbng@pdcmt.com WebSite hnp./Mww.pncmt com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 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 comer 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 Drive Tampa, FL 33610 Tel. 813-621.5777 Fax- 813-621.5840 e-mail: matenalstesbng@pncmLcom WebSite• hhp:/Mww.pricmt com Florida Building Code Online Page 1 of 2 tip Business & Professional ''• e FA('''I.. r i'S 'mom ri: iNa eas None! I tog to I user Registration I Mot TOPICS I SUDmIt Surcharge I Stab; 6 facts ; Publications I FaC staff I Gas Site Map I Unks I Search I a Product Approval USER: PuDllc Userdbpr Proouct AoorovaI Menu > Proauet or Aoolieauon Search > Aoolication us > Application Detail FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived 0 Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext115 Steven@WarriorFtoofing.net Authorized Signature Steven Crew Steven@WarriorFtoofing.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 3S404 20S) 553-1734 Ext1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. 3 Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By J 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 02/13/201S Date Pending FBC Approval Date Approved 02/19/2015 Summary of Products FL # Model, Number or Name Description 2346.1 x 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVH2: Yes Approved for use outside HVH2: Yes FL2346 RS II Installationinstructions.odf Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A 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 1Sw and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVH2: No FL2346 RS 11 Installationinstrudions.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 RS TR 15w Test Reoort.odf Other: Primary roof covering should be installed FL2346 RS TR 30w Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nest Contact us :: 260t Blab Stone Reed. Tallahassee FL 32399 Phone. 850-487.1824 The State of Florida is an AA(EEO employer. Coovdeht 2007-2013 State of Florida.:: Privacy Statement :: accessibility Statement .: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request. do not send electronic mail to this entity. Instead, contact Chit office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 4S5.275(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S; F.S. must provide the Department with an email address If they have one. The emaas 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: 0 ®0 .6h Credit Card Safe http://,A-A w.flondabui1ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 I a. WARRIOR® ROOFING MANUFACTURING P. 0. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553.1734 • FAX (205) 553-1755 i 193 LEROY ANDERSON ROAD • MONROE. GA 30855 • PHONE (770) 207-0895 • FAX (770) 207-0775 323 DEVELOPMENT AVENUE • CHAMBERSBURG. PA 17201 • PHONE (W) 709-0323 • FAX (717) 709-Ml 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 botto) length a minimum of two inches as you move up the shedding. In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Celuno ' Application No: 3 j —t-- Documented Construction Value: $ Job Address: Historic District: Yes No Q q53 S Residentiae—Commercial Parcel ID: dition Alteration Repair Demo Change of Use Move Type of Wor k: NewQ--A"d Description of Work: C- Title: Plan Review Contact Person: Fax: Email: Phone: Property Owner Information Phone: Name Resident of property? ------------------ Street: Contractor Information s 7/ Phone: Name Street: Fax: State License No.: City State Zip. Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: A NOTICE COMMENCEMENT MAY RESULT IN YOUR WARNING TO OWNER: YOUR FAILURE TO RECOR PROPERTY. OA NOTE OF COMMENCEMENT MUST BENPAYINGTWICEFORIMPROVEMENTSTOYOUR RECORDED AND POSTED ON THE JOB SITE AN ATTORNEY THE FIRST INBFO ORECORDING YOUR NOTICE OF FINANCING, CONSULT WITH YOUR LENDER OR COMMENCEMENT. certify that no as Application is hereby made to obtain a permit to that the Work wlltbeperformed to ns as meet standards of all laws regulating conorkorstructionion commenced prior to the issuancecated. I d a permit and that_all plumbing, signs, wells, pools, in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, p g+ g — 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 Permit Application Revised: June 30. 2015 f be additional restrictions applicable to this property the may beermit, the•e may . n addition to the requirements of this arm be additional -permits required from other governmental entities suchas wa er TICS. 1 and there Y snd in the public records of this county, agencies- w, FS 713• 3nagement districts, state agencies, or federal of the requirements of Florida Lien La will notify the owner of the property eceptance of permit is verification that 1 ermit submittal. A copy of the executed a time of required ob at the time ofsubmittal. of a plan review fee at the time es poil ermit is issued, in he City of Sanford requires payment will be considered the estimated aluat onTable in effect at he time the p . n order to calculate a plan review charge andnstructionvaluewillbefigured based - ug current IS C' .. fhe actual co es figured oCf the executed contract exceed the actual construmon va u , accordance with local ordinane nSit {ees when the permit'is issued. credit will be applied to your p foregoing information is accurate'and that all Work will VIT: I cerfify that all of the g ning OWNER'S AF' '. applicable laws regulating construction angg _ be done in compliance with all app y e 14 11 1(7 Date Signature of Owner/Agent Print Owner/Agent's Name Date of Notary -Brett of Florida , or Owner/Agent is personally' Known to Me -' Type of IDProducedID ' E-EY,O17V IS FOR OFFICE USE ONLY P int c /Agent's Name bate Si ,n ; -sta<e3u`a: O'Clalr f' GG151707mmisslonn.rtict Ir+ ?021 LAW OF efi. jy0110t11 lillu yt+„ 4u i PaWV••P' Known toRa fe' Contractor/Agent is . e sonally produced ID Type Roof Mechanical Plumbing Gas El ctrical Flood Zotte: permits Required: Building ;: Occupancy Use: Construction Type: : #• of Stories:___, min. Occupancy Load: Total -Sq Ft of Bldg- a?lumbifig =# of Fixxtut es _ New Construction: ' Electric - # of Amps - Fire Alarm Permit:' Yes ' No Fire -Sprinkler Permit: Yes NO APPROVALS: ZONING ENGiNEERTNG: COMMENTS: of Heads ------- WASTEWATER: UTILITIES: BUILDING: FIRE: permit Application J CONTRACT lhf. AGREEMENT PAGE 3 1 OF 4 PROPERTY OWNER OR HiS AGENT: PARK SQUARE HOMES ADDRESS: 5200 VINELAND RD crry: ORLANDO I STATP: FL JOB NAME. MIT='DATE:6/21/2017V: noaffim r: ELECTRICAL CONTRACT REVISED SPEC: LEVEL I - WITH CFL BULBS I FUEL: GAS/ELECTRIC maicET: ORLANDO c1TY.: SANFORD STATE: FL WYNDkiANI PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE BARCELONA 200A 2392 10•kW HEAT 240V, 60A 6,663.00 S-TON AC 240V, SOA CARNIVAL 200A 2402 SO -kW HEAT 240V, 60A 6;667.00 5-TON AC 240V, 50A CYPRESS 200A 3449 10-kW HEAT 240V, 60A 8,477.00 5-TON AC 240V, SOA GLASTONBURY 200A 2798 10-kW HEAT 24OV, 60A 6,992.00 S-TON AC 240V, SOA MADRONA 200A 2091 8-kW HEAT 240V, SOA 5,740.00 4-TON AC 240V, 40A MARGATE II 200A 1966 8-kW HEAT 240V, 50A 5,455.00. 4 TOMAC 24OV, 40A MELBOURNE 200A 2107 8-kW HEAT 240V, 50A 5,701.00 4-TON AC 240V, 40A MILAN 200A 1349 SAW HEAT 240V, 35A 4,279.00 3-TON AC 240V, 30A PEMBROOKE 200A 2570 10-kW HEAT 24OV, 60A 6,281.00 5-TON AC 240V, SOA PENNSACOLA 200A 2570 10-kW HEAT 240V, 60A 6,616.00 5-TON AC 240V, SOA CONTRACTOR/OWNER: EDMONSON ELECTRIC: U r.= rr.-rrm a•.u,.ce a.+.g.:.v_—xm.r ...ems _. 1034 Skipper Road • Tampa, FL 3 13 813)910-3403 4%Fax:(813)910-8546 • FLOCUDA LICENSE 0 ECI700$408 DATE: DATE:l u.EdmonsonElectric.com lip CITY OF SANFORD BUILDING & FIRE PREVENTION D PERMIT APPLICATION Application No: 7q UJJn CAI [kq, M ? rCWDocumented Construction Value: S , `0 C C, JobAddress: .,1 - 1 r ( rrF,> Historic District: Yes No l Parcel ID: Residential)dCommercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissv or Jamie Title: Phone: 407-323-7515 Fax: 407-323-8954 Email: info a ani-orls Pro erty Owner Information Name t. Y' Phone: Street: Resident of property? 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 Name: Street: City, St, Zip: Bonding Company: Address: State License No.: CF-CO57881 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 inthisjurisdiction. 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: Th Edition (2014) Florida Budding Code Revised: June 30. 2015 Permit Application x NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date A. Thomas Smith Print Contractor/Agent's Name 191 III / Signature of Notary -State of Florida Date t Y Merealtn L Wamteke-SmrN t NOTARY PUBLIC STATE OF FLORIDA Coma# GG 136869 1 Expires 8/21/2021 Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: ENGINEERING: Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application 0 M - LIr -1 s DESCRIPTION AS FURNISHED: Lot 179, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fundy Bank of 'America LOT 137 , LOT 136 1 LOT 155 1 LI N 89.40 51 " E o 40.00' ry 20.00' 20.00' 7 5.00' 14.0' •L 16.0 3.00' O LOT 179 14 7 n o FORMBDARD FOUNDATIONrLLTOF- TOP OF FORM i •FORM AVERAGE-29.02' Tal W A p N) .PLANS l)MEASURED C OOO 01LOT176 O N O C LOT 160 S.S. B0' O to V) t 25.00' 23.00, 10' UIILESMi ry66 JO.OI' P.C. 9.8.) N 89 40'51," E SETBACKS AS FURNISHED40.00' REAR: 20' sroE 5' (o• Lon ry ry' Ezs' (so' LOT) SALTMARSH LOOP to- (75• Lon 50' PRIVATE ROAD) SIDE STREET - 25' (60• & 75' LOT) IS' (40, Lov 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MDR£ THAN 2) IN SUCCESSION AT 20' AND A AI/N1A UA1 PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 t SQUARE FEET PROPOSED - FINSHED SPOT GRADE ELEVATIONS FLATWORK PER DRAINAGE PLANS OH/OFF LOT a TOTAL & SQUARE FEET FLATWORK ORNE f"- m PROPOSED DRAINAGE FLOW 400/ 110- 5101 SQUARE FEET WALKS 69/ 200- 269 S SQUARE FEET roUNDATION/PAD 1.619 t SQUARE FEET REAR PA170ILOTGRADINGTYPEAjSpO2.0631130 2.193 f SQUARE FEET 1 17 2 SQUARE FEET FROM PORCH DECK 120 t SQUARE FEET PROPOSED F.F. PER PUNS 29.0' NOfG :RONT SDEWAUf AND STREET LOGTgN TAK01 Flip/ PNS A SQUARE U PROWED 6r Ct1tNT • NOTNFWD YER = FEET GRUSE'N14IEIYER-SCOTT & ASSOC., INC. - LAND SURVEYORS LAID- LAI= . i Pv : Sa Lac 00 E. COLONLLL DR. ORLANDO, FL 32807 (407)-277-3232 FAX (407)-658-1436ra V • t10L L ILL • pow Or CO40 an vATUItR • Dal /0 PLC • 1'0MI Q M ONArIt Ao 1. ILL 1ACOMM"CQNY 0NI 0Q IiLKY LaR ILL fTAIAMImi Ol FItACIR 0 /dIM M llr ROItIN aD1110 KGM • cOOrR IMrOM A" • Yt1IL V alA M; WWC 90w AMORf AIO YLNQt M OMRa DI.17 R L AOYrO1RAlIK Lt7fK /IF6UIMI ID IIL7p1 •i@7, FIOLOL STAIUp1/4m WW PAVWM 7 IbbIIAL Na LAL MAW =f. no SLWWr "W DV LOQ AAt MLR W4KOP.M Pat• ro0R d MMOG "C . Cr 10 L ILO UMMY WO F1 OM Mb I"Lt MOLLbl " F1Abm0 IO 11L "WoOR am wr ! al" 40=7g1Q OR Lt702M IIOT AXWe 110 IMOFDRI: rOc. . F®11 W L9AaQIpO PAFI aMLOaO[ ft. : ry aLt rlL a.2- O : a /o UOOLaLaIiO a/IIOLnLOOs wLt am/ taarp w67 OnAOlwst aA7wa YLa L WOL . OVLmfi t;rOLOt LOr INS Y Q 1110MAm M II! Tat OM O7 II= CC 10 MO go" AOT f AD" IRON /r AMr 0n01 DORI: t. off vu Ya . 11AX Waas .LILY srttc Aa OND/OOIO now LON Or LOLAIM LV 20"O MANn MWON AWLIA MLR LL (M 10 AtSa4ILICr 4100aIAT uL¢ ouaLO rtterCl. KYOa; AAE "W A=60 OLIIAI 410 OM er LOW DMN AS w!t LrAVX JAIL) LILO. . I/IRlry a atvaONt 117r1 AAt *I= ON ^UXMK CIDDEW 10"CM JMAW Or IQa Lg"n O1110"M .01M CLM . CAW LM MCI voFc . won race 4. =WxAIr 0/ At010111:4/p1 W on cA • LnO[It RQc Ps. • rom Lr LNIIIALISSCALE1L 1' SPO —y ORAMtr rr, • r00r1 S IAIQItT IEIt. LtuuvrtOL CERMED or, MTE 0110aI N,. LfrM PLOT PLAN 09-21-2017 4021-17_ c • ban ca • OLf tM1111C NORM FORNBOARD FOLINDARON/01I.S. O1-1}le le -le Tin @LnbO0AFR0P& r DOES NOT IT NOW ME CSTAKMMfa 100 YEAR FLOOD PLANE AS Pal '7RN' MAI X ISOINEYDI, R 4714 NE . 1.000 ZONENAPF/211700F (00-2e-07) 13gs ST UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences, Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project No: 0110.1700817.0000 Workorder No: 9353829-5 Report Date: 1 /25/2018 In -Place Density Test Report Client: UES Technician: Tristin Kegler 5200 Vineland Road, Suite 200 ' f Orlando, FL 32811 BDate Tested: 01/25/2018 Project: Wyndham Preserve, House Ling Area Tested: (Lot 179) 3953 Saltmarsh Loop Type of Test: Material Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing 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 pd) ptimum Moisture I Field Dry Density per Field Moisture 1% 1 Soil Compaction 1`%) Native Depth inch) Pass or Fail 21 East Footer 0-1 ft 106.8 10.6 106.9 7.0 100 N/A Pas: 22 North Footer 1-2 ft 106.8 10.6 102.8 6.7 96 N/A Pas: 23 West Footer 1-2 ft 106.8 10.6 103.7 7.7 97 N/A Pas: 24 Northwest Comer of Pad (TOF) 1-2 ft 106.8 10.6 107.2 8.3 100 N/A Pas: 25 Southeast Comer of Pad (TOF) 2-3 ft 106.8 10.6 109.3 7.4 102 N/A Pas: Remarks: Top of Fill TA n Mki;M, n •n..1..n/ n•nlnnl:nn /n I /nn.n. Vo nl:nnl.. #0 n O.d.l:r era n..r•.nA.nn oll •nnnAw — ....A...:IM.I na. ..nnlLln..1:n1 ..•nMA.. ni n... wl:nnle. n...i e CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 9-3/39 Documented Construction Value: $ 7112 a Job Address: 3953 Saltmarsh Loop Historic District: Yes [I No Parcel ID: Lot 179 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4.0 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: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing. signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code In effect as of that date: 5'" Edition (2014) Florida Building Code Revised: June 30. 201S 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. t Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. C 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 4 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 tstructipn and zoning. u Ir h - 1 /29/2018 Signature orOwner/Agent Date Si nature of ontractor/Agent Date Print 0%vner/Agent's Name Signature of NotaryState of Florida Date Kevin Stine Print ConUactor/Agent's Name Signature KELLY WEBSTER Notary Public • State of Florida Commleelen # FF 978034 My Comm. Expires Apr 4. 2020 Owner/Agent is Personally Known to Me or Contractor/Age t s Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: WASTE WATER: BUILDING: Revised: June 30.201 S Pemtit Application